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Plans (103) � s r)-C) MINIM l l ? Lei S cr S�✓ �Lt cc�Gr�c� /frit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-401_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: R45996186 thru R45996194 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. 43 oAGINE ; /0 `t• 87022PE ter' y �A), OREGON q9 %-' sER AN 4) OS A. Eik\'4� '• R t/ t November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45996186 PL15-401_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 10:56:48 2015 Page 1 ID:zs2ygYHMYItl_Z1p9y12t1yAg??8FSq?fsMV bpMAmggoxEllbO?NrYnLp6KWarezyEzgD 1 1-6-12 1 1 1-4-10 1 2-0-0 1 1 1-2-0 I I 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 =- 1.5x3 1.5x3 II 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ay.,"° B• e I N.<5'4 O 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-62-5-61 1868 1 21-4-0 1 1 1-11-12 9-10-10 0-7-0 0-7.0 I 5-6-2 2-9-8 Plate Offsets(X,Y)- 12:0-3-0,Edgel,[7:0-1-8,Edgel,[8:0-1-8,Edgel,[24:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 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) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/1551,3-4=444/0,4-5=444/0,5-6=1444/0,6-7=1444/0,7-8=1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=-921/0 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. �Q'EO P R°Fe..S' ��c,'<r- tiNGI N EF9(.5!c, co 870 2PE N y 04>, OREGON ryo o�ti 9O AMBER \\ �`S A. HE R4P EXPIRES:06/30/2017 November 30,2015 4 ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1191 Qualify Criteria,DSB-89 and SCSI Building Component 7777SOO 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 R45996187 PL15-401_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:49 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??cRODD?s_GHjgzKLsEVTTrVWWUm60WuNFZAKPBQyEzgC 1 1-0-0 1 1 1-1-10 I I 1-2-0 111-7-71 1 1-2-0 1 1-241 II 1-2-0 11-2-0 I Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • , e a a -4. a e •a •- e • 4/ \44% - / N-/\ 1"9" NIN, 40/ Not--d/ IN- -\ .0/ 'NS iiiiii"-...\Ob. ,,T, e a o o a - a o - e 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-21I 1 19-114 I 13-0-2 0-7-0 11-7-0 5-9-2 Plate Offsets(X,Y)— 114:0-1-8,Edge),124:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (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. �<5'1/4 PRQFFss ��c. �NG,INEFAl /p� 87022Pt r" • acv - SAT OR GON q, Q.N �C FM&ER \1 On /4. . HE��P EXPIRES:06/30/2017 November 30,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2010 BEFORE USE. 1111111 Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria.DSI.89 and iCSI Building Component 7777109 Safety Informalion 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 R45996186 PL15401 UPPER F03 Floor 2 1 Job Reference o•tional� _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:51 2015 Page 1 ID:zs2ygYHMYItl Z1p9y12ttyAg?7-ZgozehuEovzNDeVELwVxwwCtgas2_iHYOTpVFIyEZgA 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 I f -I Scale=1:38.1 3x4= 4x8= 3x4 II 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 I,,j,9 ice \�"�/ �..� �`_ /.��.. .�.�= KIP e _m_ e e e e a- e o e N 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4= 3x5= 3x5= 3x5= 3x4= 14-0-14 I 3-0-4 I 12-10-14 1?.-5-1 1 22-4-12 I 3-0-4 9-10-10 9-7-01-7-0 8-3-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,[27:0-1-8,Edgel,f35:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase. 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incl YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=893/0-2-4 Max UpliR35=984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=-574/0,8-9=-1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=2565/0, 14-15=2528/0,15-16=2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=-1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=X48/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 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. ala 0 P R OFF. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. /'< (55 GINE 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 ��� �N F9 �2 be attached to walls at their outer ends or restrained by other means. -57 6)CAUTION,Do not erect truss backwards. ' 870 2 P E 7 ''oJAP `OREGO ry QG// O' MBER 11 OS A. Heck EXPIRES:06/30/2017 November 30,2015 f _ I _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. 1, Design void for use only with MOek®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 property incorporate this design into the overall building design. Bracing indcated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Wet 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/M11 Qually Criteria,DS6.89 and BCSI Building Component Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heishts.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45996189 PL15-401 UPPER F04 FLOOR 3 1 ____ Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon ���- 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:52 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-10hLr1 vsZC5Ego4Rve0AT813q_DJjB3hF7Y3nkyEzgg 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 II _1 Scale=1:37.1 3x4= 1.5x3 II 4x6 = 3x4 II 3x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10<> < 81 ' � II� e / s/ - e/ I" 15 e e 23 22 21 20 19 18 17 16 15 4x5= 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 2-11-0 180 I Plate Offsets(X,Y)— (8:0-1-8,Edge1,(17:0-1-8,Edge),f23:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.82 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:22-2320-22. 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=0/2515,45=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, 422=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. ��RE O PR()Fe ��\� tiNGINEF9 /o2 4.c.-- 870 2PE ,c oll to y �Ar,, OREGON tiP U �O ' 1I SER 'N..‘ �O Or, A. HE R°' EXPIRES:06/30/2017 November 30,2015 e ar WARNING-Verify design parametere and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Miteld&connectors.This design is based only upon parameters shown,and is for an individual bung component,not es a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T711 Quality Criteria,DSS-89 and SCSI Building 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 R45996190 PL1S-401 UPPER F05 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:53 2015 Page 1 ID:zs2ygYHMYlt1_Z1p9y12t1 yAg??-VDFj2NvUKWD5SyfdTLXP?LIANOSvShcrUnlcKByE1g8 1 1-0-0 1 0^11 1-2_l Fb2=2ii 1-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4= 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e a- 1LL 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 1 I 14-4-14 1 Y ♦50-7-00.7-0 I 25-9-2_ 1 141-14 Plate Offsets(X,V)- 117:0-1-8,Edgel,[27:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/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 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF StudlStd(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=-1712/0,45=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=0/3553,3132=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 `G�E� P R OFF, attached to walls at their outer ends or restrained by other means. ���\ c. Co �NG)N E�cR Wo 29� 87022PE / NN '4. SAT OREGO rvo krr OS A. HE?' EXPIRES:06/30/2017 November 30,2015 4 _ 4 mi a,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verily the appfcab'ility of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Crtieda.DSI-89 and ICS!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 R45996191 PL15401 UPPER P56 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Fri Nov 27 10:56:55 2015 Page 1 ID:zs2ygYH MYItl_Z1 p9y12t1 yAg??-RbNUT2xlr7TphFpOamZt5mNZXBDkwWw7x5njO3yEzg6 1 1.6.0 1 1-3-4 1 1 1-1-10 1 1-0.0 1 11-2-0 II0-11-2 I Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 e ell I,We.14,1 I gr# \N‘r W"Ms r M r N Mr- "I\ .w 400 o a e" c 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8= 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5= 3x5= 3x4= 4x6= 14-0-14 3-0-4 I 12-10-14 1y-5-11 1 22-7-8 I 3-0-4 9-10-10 b-7-0 8-6-10 0-7-0 Plate Offsets(X,V)- (12:0-1-8,Edge),127:0-1-8,Edge),135:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Ina* YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0.7-0,35=-917/0-2-4 Max Uplift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=555/0,8-9=1636/0, 9-10=1636/0,10-11=-2324/0,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=2578/0,15-16=2578/0,16-17=2578/0,17-18=2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=579/0,10-29=0/411,10-30=553/0,8-30=0/694, 8-31=821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=-1464/0,21-23=-940/0, 21-24=0/801,19-24=661/0,19-25=0/534,17-25=-402/0,17-26=0/273,1427=268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. D P R QF�d' 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement r<('' 'GINE r51/ at the bearings.Building designer must provide for uplift reactions indicated. fir\ �- FR 029 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Cc 8 • 2 P Ec 6)CAUTION,Do not erect truss backwards. /r CP / e N, y CV �A>, OREGO & „slid 9OOAMSER \ r SA. 1HO"' EXPIRES:06/30/2017 November 30,2015 4 I NI.,a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 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 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 Qualtiy Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996192 PL15-401_UPPER F07 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 10:56:56 2015 Page 1 ID:zs2ygYHMYIti_Z1p9y12t1yAg??-vnxshOyNcRbgJPNC8T56d wjMbT7f4rHAIWGwWyEzg5 10-10-0 1 4-5.1 11-2-0 I f 4 10-9-0 10-9-0 110-9-0 10-9-0 I 10-9-0 I0-9-0 I Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e - oo e o_ - o_ o_ - -IL.--IL.-o o •- o_ - o - " / \ i\o�\o_�\ /\ �\ /� -\ /\ /\ f \ N B B e .au. B •- e B 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5= 3x6= 4x5= 3x4= 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1 f-9-141 I 20-2-0 I 13-2-14 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1379/0,3-4=1379/0,45=2483/0,5-6=2483/0,6-7=-3317/0,7-8=3317/0, 8-9=3881/0,9-10=-3881/0,10-11=4177/0,11-12=4177/0,12-13=4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=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, 2427=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. ,c,,,>L.D PR Opk. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. �'<� Gj N E 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 c, �. Fj7 02 be attached to walls at their outer ends or restrained by other means. -7 fr 87022PE r" u)'/A116'..- Ni 7 SAT OREG N rye 0141/ ,¢0, MBER "\' r s A. HER�P EXPIRES:06/30/2017 November 30,2015 a WARNING-Verify design parameter:end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 111111 Design void 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 property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tril Quality Criteria,OSI-89 and BCS1 Building Component Safety Inlormalion 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 R45996193 PL15-401_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 10:56:57 2015 Page 1 ID:zs2ygYHMYItlZ1p9y12tlyAg??-N_VEuky?NIkXxZyOiBcLABSx??vyoVYQPPGgTyyEzg4 1 1-6-0 1 1-34 1 1 1.410 1 2.0-0 1 1 1-2-0 111-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 I I 3x5= 356= 1.5x3 II 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 I •e 17,,�Ia \�/ ! .a • / \ II V N 111 �� 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 355 = 1.5x3 I I 1.553 I I 3x6= 3x8= 14-0-14 I 3-04 I 12,10-14 1$-5-11 19-7-0 I 224-11 I 3-0-4 9-10-10 b-7-o 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- (8:0-1-8,Edge1,19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E i LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=-1358/0, 8-9=1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 BOT CHORD 24-25=-917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=-597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=122/284,6-21=0/426,6-22=764/0,4-22=0/1198, 12-17=1333/0,12-18=0/910,4-24=1200/0,9-18=-634/0,14-16=0/762,14-17=892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <<YIk PROFFss .S NGINF'Q wO 2 87022PE �r' 7 GAJ, OREGO tis OL 9�, �MQER 4\ OS A- HE?' EXPIRES:06/30/2017 November 30,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bung 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PI1 Qualify Criteria,DSII-89 and SCSI Building Component Safely 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 R45996194 PL15-401 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:59 2015 Page 1 ID:zs2ygYHMYItt_Z1 p9y12t1 yAg??-KMd?JQ_FvM_FAt6npcepFcYEQoVjsPUjsjlwXiyEzg2 10-100 1 f0e5Ai 1 1-2-0 -I 17'-tnl I0-9 0 0-94)I Io-9-0 I0-941 I 10-940 l°9A Scale=1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 • N : "`18 •\e/ `'•.-..-... -\Iryi® .\e/\v/,\°-/'i `e°- 9 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x5= 3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 l12I I 20-4-13 I 13-5-12 7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=-2518/0,5-6=2518/0,6-7=3371/0,7-8=3371/0, 8-9 953/0,9-10=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=0/1017,439=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. ���D PR OFFS 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` i N �'� be attached to walls at their outer ends or restrained by other means. :� .,,. ECR O2'Kt9 2 870 2PEf- • (n - �'0,, OREGON q, Q�e. N 9'Oc1ER \° �S A. HE0P 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. 1, Design valid for use only with MTeld&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a Truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated 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,defrvery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSt-89 and BCSI Building Component Suite 109 Safety Inlormaion available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 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 WMDimensions are in ft-in-sixteenths. I.4b.„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �/ �� 2. Truss bracing must be designed by an engineer.For 0.'1/16" ill I iiii k wide truss spacing,individual lateral braces themselves MliUM p may require bracing,or alternative Tor I _ O IM p bracing should be considered. iiii-� O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. C7-8 c,. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7 c5 ,(2 designer,erection supervisor,property owner and plates 0-14g'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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at l0 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. v..- Indicates Connections not shown are the responsibility of others. //�� Indicates location where bearings (supports) occur. Icons vary but 16.approvalap not cutof alter truss member or plate without prior reaction section indicates joint ©2012 MiTek®Ail Rights Reserved an engineer. 1 ® { number where bearings occur. 17.Install and load vertically unless indicated otherwise. mit ` Min size shown is for crushing only. 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 pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiT20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, i � ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 74lNE4\ 89782PE OREGON �)t" 1: CRY 15 ; jr PAUL R /6*114V'`"„'12416 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 1 T 1' 12 IIM-4x4 12 10.90 177 3 N 10.90 o AIl111IIih ,. 0 M-3x4 M-3x4 4o) PROp J. 1-00 1 15-02 y 1-00 l ,, ,��.\GIL JE �s/09 44/ 4t 89782PE <e JOB NAME : 3413-A REV. POLYGON NW - Al -�-- " • Scale: 0.3404 - Mil YI.Balder S: GENERAL NOTES, untag otherwise parameters ' .OREGON�Q' �. I.Balder ane erection contractor should be advised of a1 General Notes 1.This design Is based only upon the peremetea shown and Is far an btllNeual 71��(I:4' V Truss: Al and Warnings before construction commences. balding componentApplkability of Msgn parameters and proper 2.214 compression web beading mast be installed where shown.. incorporation of component Is me responsibility or the baking designer. 17;c1'. ' ,c�C^>,1,,. .`'61 j �r� 3.Additional temporary bracing to Insure stability during censlrudbn 2.Design assumesetI2 the top and bottom chords to d t roughsrally braced at r'T 4V Is the respondbllay of the eredor.Additional permanent bradng of T ntinc.and et 1 a oh.rsaab..ply plywood eas eaatl throughout melt sO(B).by lir /+� t (� coMlnuous sheathing soh es acig re aired in ere s own•tlryweg(BC). {*"1, U 1.. 1:1 DATE: 11/30/2015 the overall structure Is the respoalbllty of the balding designer. 3.21 Impact budging or lateral bracing required where shover 5 SE : K15 6 0 7 7 5 4.No bad should be appad to any component until after all bluing and 4.Installation 51roes Is the respondbilty of the respedNe contractor.Q Q. Wieners are compete and at no time should any loads greater then 5.Deal assumes trusses are to be used Ina non-corrosive environment and are for"dry condition.' design bade be applied to any component. 6. of use. TRANS I D: LINK s.Compel-rue has no control over and assumes no responsibility form. B.De dgn assumes hill bearing at all supporta shown.Shim or wedge it EXPIRES: 12/31/2016 fabneatien,handling,shipment and Indentation of components. 7. necessary. ag•esume.adequate drainage a prodded. November 30,2015 6.This design N famished subject b the limitations set forth by S.Plates ahal be bated on both faces of bade,and placed so their anter TPIMRCA in SCSI,copies of Mich MI be furnished upon request. Ines alndde with)ant anter lines. 9.Digits indicate she of plats In Inches. MITek USA,IncJCompUTfus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,EBR-1998(MINN This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 9=( 0) 0 8- 9=(-387) 534 4- 9=(-2B4) 490 BC: 2x9 KDDF #lb BTR 3- 4=(-545) 308 9- 6=(-185) 498 9- 5=(-164) 138 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC 006. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 1348 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ ON 5.50" 1.29 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. vertical members (uon)- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed = 0.133" 1-00 27-06 'l '( 1' MAX HORIZ. LL DEFL = -0.007" @ 27'- 0,5" MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 '1 T T 1' 1 '1 12 .M-9x9+ i� 12 Design conforms to main n windforce-resisting 10.90 N 10.90 system and components cladding criteria. 11 Wind: 140 mph, h=25.5ft, 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. s:-4x6 111111000. M-1.5x3 �4 A41 N A11111111111 9 o M-3x% 0.25" M-3x4 +`- o P: � M-3x4+ M-5x12(S) �` � r7F�rss )' NGrIN� /p 19-11 7-07 C, . ., '9 , t. i-00 27-06 i oo 44489782PE ��'' • JOB NAME: 3413-A REV. POLYGON NW - B1 "'' .n► Scale: 0.1890 p j`5/�`' WARNINGS: GENERAL NOTES, unless°Renrse noted. /�.. OREGON [ra`' �. Truss: B1 1.Builder and eredldn ceMtador should be advised of al General Notes 1.This design Is based onp upon the parameters shown and is ror an mdiIdaai �r9' t�VV � and waning.before construction commenced, balding component Applicability of design parameters and proper -4 2 204 compression web bracing mud be Installed where shorn 0. Incorporation of component b Me reeponsibllly of the bulling designer. ` 3.Additional temporary bracing to insure stablINy during construction 2 Design assumes the top and bottom Hartle to be kteralry braved et k PA Is the responsibility of the erector.Addeisnel permanent bracing of T o.c.end at 70'ow.respectNelyph unless brecetl throughout rheic length by /"" DATE: 11/30/2015 the even"structure is the responsibility of the building designer. Se imp continuous sheathing such as plywood shoe strataC)and/or drywall(BC). 3.2s Impact bridging or lateral bracing required where shown•. SEQ.: K15 6 0 7 7 6 4.No bed should be applied to any component until after all bracing and 4.Installation Reuss is the craponeibise of the respective mitred*, fasteners are complete and at no time should any loads greater than S Design assumes tunes are to be used In a Iron-corrosive environment TRANS ID: LINK design bads be approamany eomponeB and arefor"drycondroon"of use, EXPIRES: 12/31/2018 6.Cam WTrua Maria control over and assumes no reeponelbibry for the 8,Design assumes full bearing al ail supports shown,Shim or wedge If fabrication,handling,shipment and installation ofcomponents. Designmong°ry November 30,2015 6.This design Is furnished subject to the limitations set forth5.Design assumes eded en drainage Is provided. byre.I Plates shall be bated on both races of truss,and placed w Ihek center TPINJFCA m SCSI,cepMe of which will be Nmlahstl upon request. Ines coincide with jolts center lines. 9,Digits indicate sbe of*le in Inches, MIlek USA,Ino,/CornpuTrus Software 7.6.6(1L)-Z 10,For basic connector plats design values see ESR-7311,ESR-I968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #15BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 977.1)+DL( 399.4)= 821.5 PLF I'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. SON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) 'I' ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: ARI 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 Va 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,f,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1` load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x8 Ai1M.38 M-5x16 m-5x16 AO' 11 kC`�..(}GIPNREr FG s ,11 ` i1 M-4x10 =M-10x10 M-4x10 M-7x8(S) l l l y 7-04 6-05 6-05 7-04 1 y y15-06 12-00 N y � p2 27-06 :9782P E v , JOB NAME : 3413-A REV. POLYGON NW - B2sale, 0.1866 / '' / WARNINGS: GENERAL NOTES, unless otherwise noted V �(0 I.Builder and erection contractor should be advised of al General Notes 1.This design is based enty upon the parameters shown and Is for en IndiNdual Vii 7ij-OREGON h Truss: B 2 and Warnings before construction wmmenoes. building component.Applicability of design parameters and proper +�T RF /� 2.2r4 compression web bracing must be installed where shown e. incorporation of component Is the rospanelbNiry of the building designer. +'V '4 RY. 15 "G•� 3.Additional temporary bracing to Insure stability during construction 2.Ueelpn ndtune.the top end bottom...cholar to M laterally baud at ` Is me ro ntlblfly of the erector.Addflbnel permanent bracing of 2 o.c.end et sO o.c.respectively unless braced throughout their length by `V silo P g continuous sheathing such esd sheathing(TC)and/or drywiG(BC). PA l t l VA DATE: 11/30/2015 the overall structure is the responsibility or the bolding designer. 3.Er hoed bridging Sr lets.bracingcing required where shown.+ V M SEQ. : K 15 6 0 7 7 7 4.No load should be applied to any component gnll after all bracing and 4.Installation of Inns is the responsibility o/the respective contractor. Rottener.are complete and et no time should any Toeds greater then 5.Design assumes trusses ere to be used Ina non.aorrosve environment TRANS ID: LINK design beds be applied to any component. end aro or"dry cendmon'sluss. 6.CompuTryEXP I RES: e hes no control over end assumes no responsibility for the 8.Design assumes kill bearing al all supports shown.Shim or wedge if . 12/31/2016. /ebricetlen,handling,shipment end installation of components. 7.D«gnassumesadequate drainage isprovided. November 30,2015 B.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both feces of truss,and placed so their center TPkN ICA in BCSI,copies of which will be furnished upon request. linea coincide with joint center Nnee. S.Diggs Indicate sin of plate in inches. Mrfek USA,Inc./Corneal-us Software 7.6.6(1L)-E II.For basic connector plate design vetoes see ESR-7311,ESR-1 gas(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 1 T 1' 12 IIM-4x4 12 10.90 V 2 N10.90 111 �II 1\ oCI o =M-4x9 =M-4x9 1 y y ti¢�a P R OFFS 16-00 1-00 �<0 GINE `,n `��O 4 89782PE r JOB NAME : 3413-A REV. POLYGON NW - GGE f �/ Scale: 0.3299 / --� WARNINGS: GENERAL NOTES, unless emendse noted: Bn+' 40 Truss: GGE 1.Bolder and erealoncontractor should beadvised oral General Notes 1.This daapnisbased only upon the parameters shown and afor anindividual -7 OREGON ' and Wamingsbefore constr tin commences, budding component.ApplicabNlyofdesignparameleroendproper (-1,2 Z 204 compreaaion web bracing must be Installed where shown t. Incorporatron of component Is the responsibility of the bustling designer. „ry�a4 r ' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom unless braced to be laterally braced at 7 'l J i5 the responsibility of the erector.Additional permanent bracing of 7 o,e.and at l0 o.c.respectively unless throughout their length by ` DATE: 11/30/2015 the overall structure Ie the responsibility of the building de continuous sheathing such as plywood required sheathing(TC)and/or drywag(BC). P'A U L v` g signer. 3.a/Impact bridging or lateral bracing where shown++ SEQ.: K 15 6 0 7 7 8 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respemme contractor fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design pads be applied to any component. and era for"dry condition.'of use. 5.CempuTrea has no control over and assume,no responsibility for the 5.Design assumes MI bearing at supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabnugon,handling,shipment and Installation of components, necessary. 7,Desiegn a ted one drainage e la prodded.andNovember 30,2015 6.This deCAn Is ad emend to Sthee limitations set by S.Plates shall be assumes acted et both laces of trod., paced se their center TP W1TCA hr SCSI,copies of Milch will be furnished upon request. goes coincide with tort center lines. Wee USA,Inc./ComuTrus Software 7.6.7 1L E e.Digits indicate size of plate In Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 (DDE #14BTR LOAD DURATION INCREASE = 1.15 BC: 209 KDDE #160TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10ESE LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 T .r '1 13-03-01 6-08-07 6-08-07 13-09-09 T 1 4 T 1' 12 IIM-4x9 12 7.50 Q 7.50 uq M-3x5(5) M-3x5(S) +M 14 O L.', � MF Alli I 1rIF ROr i M-3x5(5) M-3x5(S) M-3x4 M-3x4 y 15-09-08 y 8-04 y 15-11 �,%j�� NG rozjC'�..... fa l • '*T 90-00-08 1-°�68782PE 7C' JOB NAME : 3413—A REV. POLYGON NW — Cl sale: D.2DDD ..,_,., e'''; •lir+► • . WARNINGS: GENERAL NOTES, urleseothetwlae noted ('- £ /'��L 1.BuNder 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 "7 -OREGON !';" Truss: C 1 and Warnings before construction commences. building component.Applicability of design Parameters and proper I y6-4 r?..�'! 2.2a4 compression web bracing mud be Installed where shown v. Incorporation of component i°the responsibility of the building designer. ..A' �y Y. +.. 5 . S.Additional temporary bracing b Insure dab during construction 2.Design assumes the lop end bottom chords to be laterally braced et T `7�! _t r .. lathe responsibility of me erecior.Additional permanent bredng of 2'o.e.and al 17 a.c.respectively unless bread throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC) p/1.U L DATE: 11/30/2015 the overall abudure le the responsibility of the building designer. 3.2z loped bridging or lateral bradng required where shown a s �1 L SEQ.: K 15 6 0 7 7 9 4.Na bad daub be applied to any component untl after el bracing and 4.installation of toss Is the responsibility of the respective contractor. hideous are complete and at no tins should any Bads greater than 5.Design assumes busses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be appled to any component. and.re for rylry condition"of use. 5.CompuTM hes no control over end assumes no responsibility for the 5.necessary. e�;;;'"'"'°'^'"°°°"ng•'.ti supports shown.Shim or wedge I' EXPIRES: 12/`.31/2016 ry 1,� bb"wtbn.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.Thio b banished mished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPNNTCA in SCSI.copes of which MN be Nmished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plata In Inches. MiTek USA,Ina./CompuTrns Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 REEF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2633) 1077 1- 9=1-750) 2322 2- 9=(-277) 387 BC: 2x4 KDOF 816BTR SPACED 24.0" O.C. 2- 3=1-2520) 1212 9-10=1-471) 1952 9- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 9=1-2032) 1105 10-11=1-195) 1940 3-10=1-674) 563 LOADING 4- 5=1-2035) 1088 11-12=1-504) 1816 10- 9=1-971) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2540) 1157 12- 7=(-727) 2107 9-11=1-976) 1040 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2650) 1035 11- 5=1-686) 568 TOTAL LOAD= 42.0 POP 7- 8=1 0) 83 5-12=1-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=1-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 0.5" -326/ 1893V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed= 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed= 2.608" MAX LL DEFL = -0.008" @ 91'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL =-0.010" @ 91'- 5.0" Allowed= 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-4x6 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, /- 4 4Sf Truss designed for wind loads {S\ in the plane of the truss only. M-Sx6(S)" 0.2 M-5x6(5) .255" .Y 4e ti I N '-' M-1.5x3 M-1.5x3 o p A . N J. �o 1 �2 ��� ,,,. .0 PR OF'Fss i -3x6 M-3x4 0.25" 0.25" M-3x4 6 �i 1 1 o o M-5x16(5) M-5x6(5) 1 l �,C7 ��GINE . ,O J• 8-02 7-07-08 8-04 7-07-08 8-03-08 y y ,.._44✓ :9782 E -5 40-00-08 1-04-08 JOB NAME: 3413-A REV. POLYGON NW - C2 Scale: 0.1555 re " / ,.. [��( WARNINGS: GENERAL NOTES, unless otherwise noted: �/j,.- -EG y•`�c ' Truss: C 2 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for en Individual e I(.0, y end Warnings before construction commences. balding component Applicability of design peremeters and proper 9 p/r y b ,:.;t- 1. NI 2.254 compression web bracing must be Installed where shown n. incorporation of amponent lathe responNbRly al the Na/dog tleNgner. (,n 3.Additional temporary bracing to insure stability during oonslrudbn 2 Design assumes the top and bottom chords be to be laterally braced at { /Pall U L t'S` Is the roaponinbdty of the erecter.Additional permanent bracing of 2'o.c.and at,e a.c.reapectNely unless braced throughout their length by /"'� ` continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall et/ochre is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required vmere shown.. SEQ.: Ki 5 6 0 7 8 0 4.No load should be applied to any component anti after all bracing and 4.Installation of tarsals the responsibility of the reepectWe contractor. fasteners are compete and at no INN should any loads greater than 5.Design assumes trusses are to be used in a non-ccorrosive environment, lest Indsbea db an component. and arefor•drycondition of use. EXPIRES. 12131/2016 TRANS ID: LINK g^ applied y 5.CnmpuTroehas nocontrol over and assumes noresponsiblltyfor the B.DeNgnassumaehglbe.ring.I.lsupporteahrwn.3himarwedg.Il November 30,2015 fabrication,handling, necessary. ng,Npmenl and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished eubJed to the limitations set forth by B.Plates shall be bated on both tense of truss,and placed no their center TPIM/7CA In SCSI,copies of which will be furnished upon request. lines coincide wah Joint center lines. 9.Digits Indicate the of pet.In Inches. MiTek USA,Inc./CompuTrus Software 67.6.8SP2(1L)-E 10.For bark connector plate design values see ESR-1371,EBR-1586(IMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=1 -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-2251) 1067 12-14=( -766) 2440 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=) -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 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= 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL- -0.344" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 1 1 T 1 1 1 1 1 1 12 12 Design conforms to main windforce-resisting 7.50 c7. ." 7.50 Q 7 50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25,Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f M-3X5 6 \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) M-5x6(S) End vertical(s) a exposed to wind, Truss designed for wind loads 0.25" 0. 5" in the plane of the truss only. 111111 M-3x4 N 3 M-1.5x3 ti 009111111.''---4- M-3x5 2 u, M-3 x8 - 411111h6 ‘.0 o I I :f� M- xa 12 r 14"� 1c 0 0 1 M-3x4+ M-3x4 0 13 15 16 17 �° o of of o M-1.5x3 0.25" M-3x4 M- 6 of M-3x4+ M-5x8 a 3.75 M-4x10 M-5x6(5) '<.<' co4 0 PFe.. J 2 l y l l y l l �: '1., /4? i6)0 1 1, 5-05 5-05 yz-a4 8-05-12 -07-08 8-03-0e 1, 1, y2-04 10-10 26-10-08 1 y4-08 89782PE r-- 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 " ,� / NW Scale: 0.1297 ry WARNINGS: GENERAL NOTES, unleaeothervdsenoted 1'J/OREGON'S 4` I.Budder end erection centrador should be advised of al Generel Notes 1.This design A based only upon the parameters shown end h for en individual .{) GR ..Ab V � Truss: C3 and Warnings before eenetrudbn commences. building component Applbebdly of design permed,.end proper 7 Al'l "4 J �CJV 2.2a4 compression web bracing muni be installed where shown+. Incorporation of component b the responsibility of the building designer. /♦r'_- �.y` 3,AddBbnal temporary bracing to Insure stability during construction 2.Design assumes me top and bottom es,choto be laterally braced al d. PA U L ''1 k the rosponelbllty of the erector.Additional permanent booing of T o.e,and at 10'o.e.respectively unless braced throughout their length by H F- conllnuoue sheathing such as plywood sheemetrere)andror dryeel(BC). DATE: 11/30/2015 me overall structure is the reeponebldy of the building designer. 3.2„Impact bridging or lateral bracing required where dawn.. S E K 15 6 0 7 81 4.No load should be applied to any component until after all bracing and 4.Installation dews le the reeponslbllM/of the respective contractor. Q' fasteners are complete and et no lime should any bads greater than 5.Design assumes m,sses are to be used In a non.carroelve environment, EXPIRES: 12/31/2016 design batls be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5,CompuTrus has no control over and wanes no responsibility forme 8.Design assumes full bearing at al supports shovm.Shim or wedge it November 30,2015 tabrketlon.handling,shipment and Installation of component.. I.Dergn assumes edequete drainage is prodded. 8.This design is furnished subject to the limitations set forth by 8.Plates.hal be located on both laces of tines,and placed so their center TPWVTCA In SCSI.copies of which MI be furnished upon request. Ines coincide with joint center line. 9.Digits indicate size of plate In Inches. MiTek USA,IncfCompuTrus Software+7,6,6-SP2(1 L)-E II.For basic connector plate design values sae EBR-1311,ESR-1088(MITsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=1 -405) 1153 19- 6=(-586) 996 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=1 -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=1 -766) 2927 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=1 -26) 63 3-13=1 -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=1 -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1798 13- 4=1 -197) 180 TOTAL LOAD = 42.0 POE 7- 8=(-2985) 1224 16- 9=( -769) 2083 13- 5=1 -503) 1033 8- 9=(-2610) 1087 13-14=1 -396) 1711 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG 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" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 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 = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 4 4 4 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 T 1 4 4 4 1 4 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 Q 7.50 Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 'y'/ load duration factor=1.6, End vertical(s) are exposed to wind, M-5x6(5)M-3x5 %\ M-5x6(5) Truss designedf fthewtrussoads in plane 0 only. 0,25" 0.25" fil M-3x9 3 M-1.5x3 M-3x5 z /, Lo, M-3x8 �. A � i ul . . J M-5x6 11 r 13,0- .'n 0 o 1 M-3x4+ M-3x4 0 12 14 15 16 +8 o of M-3x4+ 1 M-1.5x3 0.25" M-3x4 M-3x6 1 o M-5x8 a 3.75 M-4x10 M-5x6(S) 12 \NO PR Open o ) .) ) ) ) ) ). ) r� 0...‘GINE L9 y2-04y 5-05 5-06-12 y2-04 8-05-12 7-07-08 8-03-08 y � F� :0.,y. y2-04 10-10 26-10-08 y �� .. $ PE • T�,,,. .. 972 40-00-08 / ....i/ JOB NAME: 3413-A REV. POLYGON NW - C4 Scale: 0.1347 • OREGON WARNINGS: GENERAL NOTES, unless otherwise noted , _a.'F/}• 1U)'. Truss: C 4 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and 6 for an Ind/Ndual -9,5, A ,� and Warnings before construction commences building component.Applicability of design parameters and proper 2.2s4 compression web bradng must be Installed where shown e, Incorporation of component is the reeponsibglty of IM balding designer. (,n 3.Addllonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom.5:b l0 be laterally braced at 'F PA U L. 'F'\ W the responsibility of the erector.Additional permanent bracing of 2 o.c.and at sheathinguous o c respectsaly unless braced throughout their length by �! DATE: 11/30/2015 the overall structure is the responsibility of the bunting designer. 3.2s coImpact bridgingor lateral brasuch as deg reqod uired where showno'• tlrywaW(BC). SEQ.: Ki5 6 0 7 8 2 4.No bad should be applied to any component until altar all bracing end 4.Installation of truss Is tM responsibility of the respective connector. EXPIRES: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, yr�P rRI=S: 12/31/2016 TRANS ID: LINK design Rade beapplleatoany component. and arefor'drycondition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et a%supporta shown.Shim or wedge if November 30,2015 fabrication,handling,shipment and installation of components. necessary. d. S.This desi n la furnished sub(ect to the limitation set forth 7.Pete.assumes adequate drainage to truss.an g by S.Plates incide with Join on both latae of hues,and plead w their center TP WYICA In BCSI,tropias of which will be Nmlahetl upon request. Ynes wlndde vMh JoIM center lines. Trus Software 7.6.7 1L E 9.Dight indicate ens of plate In Inches. MiTek USA,Inc./Com W ( )• 10.For basicoonnector plate design values see EBR-1311,ESR-1938(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-309) 399 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 9- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-976) 1043 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 92.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. T f f Wind: 140 mph, h=25.5ft, TCDL=4.2,13C131,=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), T 1' 1 f 1' 1' 1' load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, M-4x6Truss designed for wind loads 7.50 Q 7.50 9 0" in the plane of the truss only. 4 .f*( M=5x6(5) M-5x6(5) 7 ' 0.25" 0. 5" 3 M-1.5x3 M-1.5x3 z • Ali \ / ,o o /116111111116..' -,yo I 1'-M-3x6 M-3x4 8.25" b.25" M-3x4 ,*M -3x6 I �t'l PRV/'t�. M-5x6(S) M-5x6(S) ,t"( ()Fe, l l l l 1 l 5 AGINEF V r e 8-02 7-07-08 4oeoo4oe '-07-08 8-03-08 y �wco, � 97$2('E �-? y JOB NAME : 3413-A REV. POLYGON NW - C5Scale: 0.1533 • • WARNINGS: GENERAL NOTES, unless otherwise noted 'FrV OREGON N.1.Bolder and eredfon contractor should be advised of al General Notes 1.TN.design h based only upon the parameters shown and la bran Individual ,,-OREGON (4 Truss: C5 and Warnings before conshuc=sn commences. building component.Applicability of design parameters and proper -R' , V 2.284 compression web bracing mid be installed where shown* incorporation of component Is the responsibility of the building dadgner. 1'4> A b A 3.Additional temporary booing to Insure stability during construction 2 Design assumes the lop and bottom...chofon to be laterally braced.at •l 1 '4 Is the responsibility of=M ere or.Additional permanent bracing of T on.continuous and et 1 g o.c.respectively Abed braced Ihroughol their length by V. continuous sheathing well as plywood sheathing(TC)and/or arywait(BC). P U L '" DATE: 11/30/2015 the overall structure la the responsibility of the bolding designer. 3.2a Impact bridging or lateral brediq required where shown** �'1 1.. SEQ.: K 15 6 0 7 8 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are compete and at no tline daub]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 are for dry conditionof use. 5.CeepuTrue has no control over and assumes no rsapona@Ility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 rye fa 1.design handling,shipment and metalNlbn of components. 7.Design assumes adequate drainage is provided. November 30,201 5 S.This design ts furnished subject to the Imitation set forth by 8,Plates sisal be located on both fads of truss,and placed so their center TPIMNICA In SCSI,copies of which veil be furnished upon request. lines ceindde with Joint center lines. 9.Digits indicate sine of piste In Inches. MiTek USA.Ine./CompaTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(14156) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #108TR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x9 KDDF #108TR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 ROOF STAND 3- 4=(-2047) 1110 10-11=(-198) 1999 3-10=(-688) 568 LOADING 9- 5=(-2045) 1092 11-12=(-507) 1824 10- 9=(-976) 1043 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 309H 5.50" 2.79 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting ' ' f ,, ,r ,r system and components and cladding criteria. 12 M-9x6 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 F ' 7.50 (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), 4.0" load duration factor=1.6, 4 , . End vertical(s) are exposed to wind, 1N. Truss designed for wind loads in the plane of the truss only. M-5x6.(S)" 0M-5x6(S) 025 . 5" .07 3 +' Yl, M-1.5x3 M-1,5x3 .411141111 /Ahhhhio.. ,c, 0 0 I 1*M-3x6 M-3x4 �D.25" 1.25" M-3x9 +`M-s.6 �io t1 py pp M-5x6(S) M-5x6(S) = ,<'.. < U fflwf - ,, y L y y y y ,� 14GINE.e. ,/0 8-03-08 7-07-08 8-04 7-07-08 8-03-08 1, l 40-02 1 04-08 �L 89782PE mac"' JOB NAME : 3413-A REV. POLYGON NW - C6 Scale: 0.1516 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: C 6 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and is for an individual "4" -94 OREGON " and Warnings before construction commences building component.Applicability of design parameters and proper cif/' r) 2.2a4 comproWon web bracing must be installed where shown*. Incorporetbn of component Is the responsibility of the building designer. ��['+a G,IR y: i 6 V Qs 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom drords to be Ideally braced at T �y�j` lathe responsibility of the erector.Additional permanent bradrg of 2 o.c.and at 10 o.s.respectively unless braced throughout their length by { V DATE: 11/30/2015 the overall structure is the re nsibB of building designer. Ix hopent sheathingingoatter lateral bs ostng requirede sheathing(TC)s.were:drywan(Bc). �A U�r- � elle h a tg3.2z Impact bridging or the rebrsdng where shown SEQ.: Ki5 6 0 7 8 4 4.No Had should be applied to any component until after all bracing and 4.Installation of truss is the reepomi of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a nonconosve environment TRANS ID: LINK design bads be applied to any component. end are or"dry condition"er use. 5.CompuTrus has no control over and assumes no reeponsibtttty hr the 6.Desin scathes 561 bearing at all support sMwn.Shim or wedge if EXPIRES: RES: 12/81/2016 fabrication,handling.shipment and kadelleten of components. ry T.plates she bees adequateobath drainage b provided. November 30,2015 8.This design',furnished abed b the limitations eel forth by B.Platen shag located on bent faces of truss,and placed w their comer TPNATCA in SCSI,copies of which cosi be furnished upon request. lines coincide with tad center ones. MITek USA,Ina/Com True Software 7.6.7 iL E 8.Digits indicate size of plate In Inches. W ( )- 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 90.— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T 13-04-09 6-06-07 6-08-07 13-04-09 q T 4 T T 12 HM-4x4 12 7.50 it Q 7.50 M-3x5(5) M-3x5(S) "gill IIIIIIII o II11` o 0 MM wM y, M-3x5(S) M-3x5(S) i M-3x4 M-3x4 R ope y 15-11 y 8-04 )' 15-11 \��t��GPN s/0. y 40-02 1-0'- '�-7 kr JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 i-4--......,<":."...„9\7 . Viir WARNINGS: GENERAL NOTES, unless otherwlss noted: C/..�1 �� 1.Balder and erection contractor should be advised oral General Notes 1.This design Is based only upon the parameters shown and Is for en Individual 7' OREGON R E GO N� Truss: C7 and Wamm9s before construction commences. balding component.Applicability of design paremeters and proper (�Jf , �Q` 1.Di4 compression web bracing mud be Insulted where shown+. Incorporation of component Is the responsibility of the building designer. +yf /1 �. Y: 3.Additional temporary bracing to insure stability during consiructbn 2 Design and at JO oh the top and vely l un Morris to be less braced throughout braced et I 4 J la the responsibility elfin erector.Additbnel permanent bracing of Yntinuosasheathing resuch es Plywood sheething(TC)ndlordrywe BC). !"' DATE: 11/30/2015 the overall&ucturs Is the responsibility of the building designer. 3.25 Impact bridging or lateral bredng required Were Mown++ A U I... SEQ. : K 1 rJ 6 0 7 8 5 4.No load should be applied to any component until after el bracing and 5.4.Insta Instalateewmra s ion of truss 15 the e are to beakey d f usn reespe live contwlreormneni, fasteners are'septet.and at no time should any pada greater thang TRANS ID: LINK design loads be applied to any component. B and reter'ary condition"f we. shown. 5.CompuTrus has no control over end assumes no responsibility for the cegYryeumes bearing• supports g EXPIRES: 12/31/2016 fabncerion,handling,shipment end installation of components. 7.Design assumes adequate drainage la provided. November 30,2015 6.TMs design Is furnished subject to the limlatisns set forth by e.Plates shall be located on both faces of suss,and placed so their center TPINWICA In SCSI,copies or which will be famished upon request. knee coincide with joint canter Uwe. 9.Digits Indbete size of plate In inches. MRek USA,Inc./CentpoTran Software 7.6.7(1L(-E 19.For basic connector plate design:else see EBR-1311,ESR-191313(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&3TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP continuous bearing wall far tire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 T '1 12 9.00 D 2 0 oo oI 1re o ''' 0 3 M-3x4 4 1 1 y 1-00 11-06-08 1 y 12-06-08 c) PRQ1c s ,e 89782PE �,r^ JOB NAME : 3413—A REV. POLYGON NW — D1 • • Scale: 0.9806 '-� WARNINGS: GENERAL NOTES, unless otherwise noted' C.-• 4r,OREGON Truss: D 1 1.Builder end erection contractor should be advieed of ag General Notes 1.This design h based only upon the paremeters shown and Is Or an Individual .1"4„ N and Warnings before construction commences. building component.Applicability of design parameters and proper24 �' 2.2x4 compression web bracing must be metalled where shovm s. incorporation of component is the responsibility of the building designer. (.41/� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bosom MONS to W laterallylaterallybracedetl at 77 c59 Is me responsibility a!the erector.Add6seel permanent bracing of 2'ex.end at 10'0.4.euoh es unities braced throughout Meir length by "fr DATE: 11/30/2015 the overall struaure is the responsibility of the building designer. 28 impact sheathinginosuch l b acwg e required et where s end/or drywel(BC). . /1' +t 3.to Impaa bridging or lateral bracing where Mown a ea PAUL L SEQ.: K 15 6 0 7 8 6 4.No load should be applied to any component until atter al braang end 4.Installation of was Is the respon of the respective contredor. fasteners are complete end et n time should any hada greater than 8.Deelgn assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design hada be applied to any component. end aro for^dry condition*of use. 6.CompuTrus hes no control over and assumes no responsibility for the G.De�an..same.full bearing at all support.Maven.Shim or wedge If EXPIRES: 12/3112016 fabrication.handling,shipment end Installation of components t Design awmes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set fait by 8.Plates Meg be located an both faces of imes,end placed so their center TPI/WlCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.MiTek USA,Ino./CompuTrus Software 7.6.7(/L)-E /0.Fe:bats tehkt connece sOe tor plate f plate In inches. te da sign values see ESR-7371,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 239 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-106) 98 5-6=1-238) 626 2-6=1-686) 208 WEBS: 2x9 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 / 5-04-14 0-03-12/ / MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" / 1 1 1 MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 9.00 •• M-1.5x3 q Design conforms to main windforce-resisting 3 system and components and cladding criteria. 1 f Wind: 140 mph, h=21.3ft, 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) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N iir, 111 oD 0 i 4010-,... ....... ........ ....... ....aligllgggllIlli h I I II I I I I IIII I I I I I I I II I I I I 1 e- Al of �7 5 6 O M-3x8 M-1.5x3 M-3x4 ) ) ) 6-08-02 5-10-06 l l l 1-00 11-06-08 y 12-06-08 l tie' eyG N R`S`S/ kr p ., 89782PE <` JOB NAME : 3413-A REV. POLYGON NW - D2 • Scale: 0.4181 �...‘ _-^ WARNINGS: GENERAL NOTES, unless otherwise noted: / C„+' 4) 1.Balder and erection oontrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual /- OREGONn N. �r Truss: D2 and Wernbgs before candrudbn commences. building component.Applicability or design parameters and proper / (1" q' 2.aro compression web aadng mast be Installed when shown*. hcurpord an of component le the responsibility of the building daalgner. .A & Y 5 V 'G. 3.Additional temporary bracing to Insure stabiRBy during aondrucilon z Design assumes me top and bottom chords to be k1aghaerally braced theirto p '� b me ro ndbitBy of the erector.Additional M bracing of 7'o c.and at 10 a.c.earth a.ply unless braced throughout length by opopermanent minuous sheathing such as plywood sheathing(TC)end/or drywal(BC). � PA 1'L DATE: 11/30/2015 the overall dn,dun Is the respondbM y of building designer. 3.2s Impact bridging or lateral bracing required where shown*+ 1,.7 1w S E K 15 6 0 7 8 7 4.No load should be applied to any component until after al bradng and 4.Inetalatbn abuse la the responsibility of me reaped!.contractor, 4' ' fasteners are compete and at no time should any bads greater men 5.Design assumes trusses are to be used Ina noncorrosive environment, design pada be applied to any component. and are for-dry condition of use. TRANS I D: LINK 5.CampaTras has re control over and assumes no responsibility forme B.Design names full bearing at.A supports shown.Shim or wedge if EXPIRES: 12/31/2016 febricbn,handling,shipment and Installation of components. 7.necessary.Design assumes adequate drainage is prodded. November 30,2015 B.This design Is furnished subject to the IkMatbns set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPYW8CA In SCSI.copies of which all be furnished upon request. Anes coincide with jobs center Anes 9.Digits Indicate size of pieta in Inches. MITek USA,Ina./CampuTrus Software 7.6.7)1L}E 10.For basic connector plate design values see ESR-7317,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ft16BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 2x9 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" . -52/ 940V -43/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014^ @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 f ' ,( ,r MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 D M-1.5x3 Design conforms to main windforce-resisting 3 4 -, system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5X3 Truss designed for wind loads in the plane of the truss only. 2 N .w io 0 re el o I 6�� 5 o M-3x8 M-3x4 l l ,1 9-03 0-05-08 l k 1, 1-00 8-08-08 pF� y 9-08-08 y { p PR.o1 �` c. c,� ,�NGiNE�.9 /p �" :9782PE -57v_, JOB NAME : 3413-A REV. POLYGON NW - D3 ,,I. -++' Scale: 0.4709 WARNINGS: GENERAL NOTES, unless otherwise noted: �� V c(^�/�(6' _J Truss: D 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and i for an bdlvldue) •9 OREGON M N • and Wanings before construction commences. building component.Applicability of design parameters and proper ►� �/f�� y)O Q` 2.2e4 compression nsb bracing must be Installed where Mown e. incorporation o!component is the responsibility of the building designer. C/ e.y A V C\.h 3.Additional temporary bracing to Inoue stability during construction 2.Design assumes the lop end bottom chords n be literally braced at fi f Is the responsibility of the erector.Additional permanent bracing of 'ex.end at Id o.c.capectNaly rules braced throughout their length by !/{,,, DATE: 11/30/2015 the averal structure is the responsibility of the building designer. 3.20 Impact bridging oous r Wend braach es cing requid red where sham 5• drywall(BC). • /I' +1 � SEQ.: Ki5 60 7 8 8 4.No bad should be epplled to any component until after al bracing and 4.Installation of truss is the responsibility of the respectNe contractor, V{w fasteners are complete and at no time should any loads greater then 5.ledge assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. y {� �'A ,N ry t] /ry/'� �v TRANS ID: LINK 8.Design assumes Nil bearing at all supports shown.Shim or wedge if EYI PIKES. IG/J1/G016 5.CompuTns Its no control over and assumes no responsibility for the necew,y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design is furnished subject to the'Imitations set forth by 8.Plates shell be boated on both faces of truss,and placed so their center TPI/WfCA in SCSI,copies of WAG,WWI be famished upon request. Ines coincide with)oln center Ines. S.Digits indicate 555 of plate in Inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1371,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 209 KDDF gl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 01&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir) TOTAL LOAD = 92.0 PSF load duration factor=l.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PIE' Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span LION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T T 12 9.00 2 —7 L 1 I 3 M-3x4 l l l 1-00 8-08-08 l y Fi P Opp 9-0e-0e eco NGINEk- /p 4t- 89782PE r' JOB NAME : 3413—A REV. POLYGON NW — D4 Scale: 0.5079 - �' WARNINGS: GENERAL NOTES, unless otherwise noted: (,I OREGON 40 I.Builder end erodfon contractor should be advled old General Notes I.This design I.based only upon the parameters Hewn and Is for an Individual '�j OREGON Truss: D4 and Warnings before construction commences. building component.Appkabllly of design parameters end proper �W O - 2.2a4 compression web bracing mus be Installed where shown*. incorporation of component 1a the responsibility of the binding designer. .tea ^� r ` 3.Additional temporary bracing to deice Nablllty during construction 2.Deign endetIassumes IM top and bottom charts to be laterally their at 7 'l J ly! N the responsibility of the credo,.Additional permanent bracing of T o.c N 10 c.c.sash.vely unless braced throughout their bn91h by DATE: 11/30/2015 the overall eruchee is the responsibility of the building designer. continuous Neor cod,tbacng requirede where s and/or dryweA(BC). ` i.p t +' 3.or Impact bridging or lateral bracing where Mown L. SEQ.: Ki5 6 0 7 8 9 4.No bed should be applied to any component untl alter al bedng and 4.Installation of Was is the responsibility of the respective contractor. fasteners are compete and at no time should any baa Seater than S.Design assumes trusses are to be used In a non-corrosive environment, ded90 hada be applied to any component. end aro for dry condition.'of use. y .Nt�/q //v�3 .4 c TRANS ID: LINK 6.Design assumes full bearing at al support.Steen.Shim or wedge if EXPIRES: IG/31/20IV S.CompuTea has no control wet and assumes no responNbillty far the necosssry fabrication,handling.shipment and Installation of components. 7.Deign assumes adequate drainage Is provided. November 30,2015 6.This deib abject design Enriched to the limitations set forth by 8.Plates Mal be located on both faces of truss,and paced Se their center TFWhTCA in SCSI,copies of which nil be furnished upon request. Ines coincide with Joint center lines. 9.MITek USA Inc./CompuTrus Software 7.6.7(IL)-E t0.Digits For plate sign arrb de connector plate design values see ESR-7311,ESR-1988(Mak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT 5= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed forwind loads N in the plane of the truss only, oirillill. Lo r , Mal o co o o 0 a al M-3x5 y 1-00 l 1-00 l s),v0 P E p (PROVIDE FULL BEARING;Jts:2,4,4 1 f r N I N �`A ,27 �" :9 02PE 'fir" JOB NAME : 3413-A REV. POLYGON NW - El Scale: 1.1020 ,y ' WARNINGS: GENERAL NOTES, unless omerwlse noted f✓ t 1.Builder and erection contractor should be advised dal General Notes 1.This design I.based only upon the parameters shown and Is for an Individual A 11' 0-EGON >r. Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ' +/�, I(y© 2.244 compression web bradng must be hulNbd where shown« incorporatbn of component Is the roapansibl ty of the buldng designer. V .{ V S.Additional temporary bracing to Beare stability during construction I Design assumes me top and bottom cord to be laterally braced et '9f9s A R'1!' 1 5 Is me responsibility of the erecter.AddEseel permanent bradng or T de.end et ee Iffo.c.re°pecgvely unless braced throughout their length by `� a\may DATE: 11/30/2015 the overall swdureisthe ro responsibility de Pu Imacttinuous abgammg+aerlh as geMeet.asonshing(TC)and/or dtyw.gec). � L epon ng signer. 3.2e Impact bridging far lateral bradng required Mudd shown+ SEQ.: K 15 6 0 7 9 0 4.No mad should be applied to any component until after all bradng end 4.Installation of truss Is me responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a nonco-rowve environment, TRANS ID• LINK design made be applied to any component. and ere for'Wry condition"oluse. 5.CompuTrus has no control over and assumes no responsibility forth. 8.Designawmes Ml bearing el ail supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. S.This design Is furnished eabjad to the limitations set forth by 8,Design lc esnsh°al be padequate ated on°both toneslof rru"ss,,°and placed so their center N ovem be r 30,201 5 TPWVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits mdicete size of plate in Inches, MiTek USA,Ina./CompuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-131 1,E5199988(MITek) Symbols Numbering System a, General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y �6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury min= Dimensions are in ft-in-sixteenths. 11%‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0' 6"/1 4 wide truss spacing,individual lateral braces themselves LI 1[Ili 1may require bracing,or alternative Tor I ., p bracing should be considered. 3. 1_ 0 Never exceed the design loading shown and never Amp O Al nU. stack materials on inadequately braced trusses. P 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C.7 C5-6 F designer,erection supervisor,property owner and plates 0-14a'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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents by AWC in thle 2005 by specified. le by text in the bracing section of theas SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling Is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. ■1= reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NUM 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for BracinWI is not sufficient. 9 g• MiTek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013