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Plans (33) Nittir sJ-�.a�G'Ul��/y 4 l �N Th,Gk�-I L�1 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-338_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: R45630230 thru R45630240 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. c.D PR _NG NFe.dim � 2-9 87022PE <- a) SAT OREGON tis � 'Po 4/8ER .\\ OS A. EX• ' :06/30/ $ October 12,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45630230 PL15-338_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:39 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-XFZwBb3ablAE1VHkoyAJTKZHyjlt42CzUjOVh4yUBXs I 2-6-0 I aj to-z j 1 1-2-0 Ia�-2 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 I I 356= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • • • e e o <,.. / 1-2 - e • O 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 354 = 12-6-2 I 11-4-2 1fQ-11-2.1 I 18-9-12 I 11-4-2 b-7-0 5-7-0 6-3-10 Plate Offsets(X.Y)- 1.6:0-1.8,Edge1,f7:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=2976/0,4-5=-3689/0,5-6=3689/0,6-7=3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=57/292,5-15=281/0,6-15=62/602,9-11=-1916/0,9-12=0/1262, 7-12=756/0 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. ��� a PROFFss c�5 .q... ,9 �� 2 87022PE r / Q1 ,\1r Nt 7 �Aj, OREGO rP 441 'AO $'�BER Al OSA. HEC't EXPIRES:06/30/2017 October 12,2015 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTela connectors.This design is based only upon parameters shown,and bfor an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �" building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT ek£ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f%1 Quaily Cdferla,D51-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Ory Ply POLYGON R45630231 P115-338_UPPER F02 FLOOR 5 • 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:40 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-?R7JOx3CL315ffswa8Y?Y6VC7Ekpb W6jN73EVJyUBXr I 2-6-0 1 1-9-8 11_, 2:,___10 1 I 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 I 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 - 4 5 6 78 9 10 11 12 13 0Nve e a o cli -%.44.4.44444la R e e C ° 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8= 3x6 = 12-7-4 I 8-8-12 I t2 8 b-7-06-7-01 "4-9-9 12 1 z4-1-02 8-8-12 4-1-0 Plate Offsets(X,Y)— F4:0-1-8,Edael,f7:0-1-8,Edael.116:0-1-8,Edael.f22:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.27 Horz(TL) 0.01 15 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 No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)19=0.5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=700/0,3-4=-700/0,4-5=-304/27,5-6=304/27,7-8=-468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 15-16=22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=705/0,4-20=540/0,6-20=0/535,7-19=642/0,9-15=-821/0, 12-14=66/308,12-15=-457/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 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)CAUTION,Do not erect truss backwards. �Q,�d P R()Fe ,x.r'44 CNGWEF9 On L' 87022PE N cv ycc\A), OREG•N rim 4N 'AO �'�BER N1 O ps A. HES�P EXPIRES:06/30/2017 October 12,2015 a=r 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. mi " Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/1711 Quality Criteria,051-89 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 R45630232 PL15-338_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:41 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttJDzR3Xv-TehhcH4g6NQxHpR78MDnYIfgVXcgY3YGy1 tcmyyUBXq I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-60 I I 1-4-4 I Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • • o Y �� • _ cv I -.11001/ N o 171I / 0• e 1 E 11 10 gX� 8 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 1I � ( 8-7-12 12-9-0 I2a 0-7-0 aia 0-14 4-8-0 011 3-11-12 Plate Offsets(X,Y)— 12:0-1-8,Edoe1,110:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=4.44/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 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)CAUTION,Do not erect truss backwards. �r cO PR°EPSs ��co �\AGINEF9 o 87022P� 9r . i N e, cAA'OjA , OR GON C1 N -PO FM8ER \' �Q � S A. HE:k EXPIRES:06/30/2017 October 12,2015 I I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/03!2015 BEFORE USE. WI Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buddingcomponent.not . a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPR Quality Criteria,DSS-89 and 8051 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630233 PL15-338 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber d Truss Co., Beaverton,Oregon 7.530 s J0111 2014 MiTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-yciF3pc5TtgYouz0Jh4k05zBrXwxEHWXPAhc9IPyUBXp I 2-6-0 I (7-8-4 1 1 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x6= 4 5 6 7 8 o \--1 o o e 0 \�e 7• lA/ a e e e e 14 12 11 103x4= S 3x5= 1.5x3 II 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y)— 15:0-1-8,Edgel,110:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 13=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max Uplift 14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/260,5-6=429/0,6-7=-429/0 BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 WEBS 3-13=-030/0,2-13=306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 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. �ti�E4 PR°Fe. ��G� So c ,q,.. cR �02� 87022P/ 1-' yi +c tv �A�, OR GON ti�O<U 'AO FM$ER \1 " On A. Heck EXPIRES:06/30/2017 October 12,2015 a __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the bolding 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 Mi)T eke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,D36.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630234 PL15-338 UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-ygF3pc5TtgYouzoJh4k05zBn2wr HUOPAhc91PyUBXp I 2-3-12 I I 1-2-0 1 i 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • oc N ei e e v 1010111.111.....111.1.11.1.1.' L A/.61W1114.6A1111 - `P e , 12 11 10 9 a 354= 1.5x3 I I 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y)— 12:0-1-8.Edael.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1204/0,3-4=1204/0,45=1646/0,5-6=1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,410=545/0 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. ��co� AG EF9 s/o I 87022PE 414 vt' N N 7 SAT OREG N rp <(/Ni APO AMBER C'\ �. On A. HE:1/4 EXPIRES:06/30/2017 October 12,2015 4 I IMMO WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/20f5 BEFORE USE. hill. Design void for use only with Mick®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630235 PL15-338_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-Q0pR1y65e_gbAi6bVFnFFdAkOLKG00 ZPLMjgryUBXo I 2-6-0 1 0-9-8 1 1 1-2-0 1 1 0-9-4 1 2-0-0 1 1 2-5-8 11 1-2-0 1 1 1-11-0 I Scale:12"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 9 e •• of `® a o N \ J/ - _ N a ee( 9 e 16 15e 14 �j 12 11 'i 3x8= 1.5x3 11 1.5x3 11 I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 1 10-5-4 111-0-4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)- 7:0-1-8,Edoeh 18:0-1-8,Edael,114:0-1-8,Edael,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=307/Mechanical,13=670/0-3-8,10=223/0-2-4 Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,34=570/0,45=570/0,7-8=314/0 BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. 6)CAUTION,Do not erect truss backwards. ti� Ft,O PROFs � WO G.... t NEccl9 * 41 11 &70 2PE ytP ,� N �'o), OREG N tic.-' <U '''P '•4,/�MBER1\ �Q ps A. Hes?, EXPIRES:06/30/2017 October 12,2015 I rimii A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1611-7473 rev.10/03/2015 BEFORE USE, " Design valid for use only with heck®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek 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 Qually Criteria,DSII-89 and ICSI Building Component Safely Inlormo8on 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 R45630236 PL15-338 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgsFZSjSNcS1ttIDzR3Xv-QOpR1y65e_grW6bVFnFFdAkzkK6a0s?ZPLMjgryUBXo I 2-6-0 I 1 1-0-10 11 1-2-0 10-121 Scale=1:33.2 1.5x3 II 3x6 = 1.553 II 3x4= 1.5x3 II 3x4= 3x4= 1.553 II 356= 1.553 II 1 2 3 4 5 6 7 8 9 10 e • e N / \ %,„.................40.44444 0-/e _`e ` 1:1:4O e e 1 16 15 14 13 12 1 3x4 = 3x8= 3x6= 1.553 II 1.5x3 II 3x8= 354 = 12-8-10 I 11-6-10 1R-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edge1.17:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) • end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=3451/0,7-8=-2988/0,8-9=2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=-1937/0,2-16=0/1323,4-16=685/0,4-15=-28/296,5-15=266/0,6-15=69/599,9-11=1940/0,9-12=0/1285, 7-12=786/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 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. PRQ1 c,<<-\ 0- INE- 2;: �NG , '9 'O._ t-- NCV yC" t.A�, OREG•N cyo <4/� �O AMBER -V\ NO la A. Heck EXPIRES:06/30/2017 October 12,2015 I 1 xmwri a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/L7477 rev.10/03/2015 BEFORE USE. lout Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.not a truss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall `■ building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,056-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Sole 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630237 PL15-338_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 S Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-uDNpEI7jPIoWBGAipVmUAOH8SkSoIJEie?SGNHyUBXn I 2-6-0 I 1 1-0-14 I I 1-2-0 102—. Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a e a va e e eJ / ` /- \ 0N e a 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 354 = 1z 12-8-14 I 11-6-14 -1-11 I 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8.Edael.17:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=1940/0,2-16=0/1326,4-16=687/0,4-15=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, 1 7-12=789/0 NOTES- 1 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 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. ���c o P R QpFss mac., �co NGjNEE-7 /o2->"_._ 87022P. r ySAT OR GON c1) �C/~ 9O �ITER 1,� VQ On A. HE.'i EXPIRES:06/30/2017 October 12,2015 4 I ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i " Design valid for use only with MiTek6 connectors.This design is based only upon parameters shown,and B for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �L 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/T%1 Quark,Criteria.DSB-89 and SCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630238 PL15-338_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Od 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-uDNpEI7jPIoW8GAipVmUAOHAwkZPIPGie?5GNHyUBXn I 2-6-0 I I - 1-4-8 11 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 354= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 N .. o- e 1 11 10 9 3x4= 4;S' 3x6 = 1.5x3 II 354= 3x4= I 6-9-0 1 7-40 1 7-11-0 I 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— 14:0-1.8,Edael.19:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=475/0-4-8,8=475/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1280/0,34=1280/0,4-5=1062/0,5.6=1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 WEBS 2-12=998/0,2-11=0/384,4-11=21/333,6-8=750/0,6-9=0/566 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. ��Q`Ep PROFFS 2��`G, ANG I NEAR si'&.y 87022PE yN rN � �A�, OREG N rye 9O R'�EER 1N �O OS A. HECk EXPIRES:06/30/2017 October 12,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ill Design valid for use only with Wick®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 indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele eis" 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/TP11 QuaHy Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630239 PL15-338_UPPER F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-MPxCRe7LAbWNmQIuNCHjibpMU8zbUsXssfrgvjyU BXm I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 • e • e _ N ' I • e 0 1 E 11 10 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 13- 10-4 I If 8-7-12 8-9-p 12-9-12 I 2-8-4 0-7-0 5-7-0 0-1$ 4-8-0 0.5-5 4-0-8 Plate Offsets(XV)— 12:0-1-8,Edclel.f10:0-1-8,Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplif8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=610/0,4-9=841/0,6-9=-452/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 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. ��`o \AG NEF9 `r�, ' 1' 870 2PE /9 ( 4.y SAH T OREGON q� � "Pc 'M$ER \ , , �S A. HEY` EXPIRES:06/30/2017 October 12,2015 1 I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312 0 15 BEFORE USE 1*» Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualy Criteria,D58-89 and ICS!Bending Component 7777 109 Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630240 PL15-338_UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-MPxCRe7LAbwNmQIuNCHjibpMr8xTUsyssfrgvjyUBXm 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6.0 I Scale=1:16.5 1.5x3 11 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 0 Z . 0 N N ' e e e e 10 9 8 3x4= ( ) 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— F8:0-1-8,Edciel.[9:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=378/Mechanical,7=378/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-757/0,34=757/0,45=757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 WEBS 2-10=-738/0,5-7=57210,5-8=0/382 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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. <<-Q,ED PROF& Ns �NGINEF'q wO 'r 2-9 870 2PE -7 -0?,OREGO O4N or, OBER S A. Hvik EXPIRES:06/30/2017 October 12,2015 I Al r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. �.. Design valid for use only with Mack©connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,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 MiT ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Qualtly Criteria,DSS-89 and 0CS1 Bonding Component Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 (Drawings not to scale) u or Personal In offsets are indicated. Damage � ry r�� Dimensions are in ft-in-sixteenths. I* Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q-1/T 6' 4 wide truss spacing,individual lateral braces themselves 16L11\11114/211 may require bracing,or alternative Tor I pbracing should be considered. Ai O 3. Never exceed the design loading shown and never 1�� U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C7 8 cs-s Or designer,erection supervisor,property owner and plates 0-'AG'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. Unleshallss not exceese noted,d 19%attimleture content of fabrication. PRODUCT PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1 397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. �L O reaction section indicates jointII III= number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM Nilo18.Use of green or treated lumber may pose unacceptable 1.-mi environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. i 'ek ke BCSI: Building Component Safety Information, m 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 XQ CONFORMS TO DESIGN CONCEPT ( CONFORMS TO DESIGN CONCEPT "CONFORMS REVISIONSIONSNOTED TO DESIGN CONCEPT WITH ElCONFORMS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN THIS SHOP DPVIWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 37'.011 ❑ NON-CONFORMIN —REVISE AND RESUBMIT 'MTN DESIGN CONCEPT ONLY AtO DOES NOT RELIEVE THE FABRICATOR7ENDOR OF RESPONSIBILITY FOR 000FORMANCE WITH DESNAN DA.11 GS.SPECIFICATIONS,AND APPLICABLE CODES.ALL OF MICA HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE FROlfry OVER THS SHOP DAAANI. WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY V 1V-5" By: THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 S4 CT ENGINEERINQ INC. ' \k \ ..— \".\\ C3 (8) F — V 6.11 4 6:12 (11) C1 3 (2) 6:72 B16: A,12 E 12 � ` 1 : b6:12 0:12 / W / D2 (3) F. GARAGE , D1 I- 111-8. r 114'-2' I 251-8' 17'.31/2 ©copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL I♦ y, PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING 'S PLAN 3B DESIGNSIBLE FOR OF RECORDNON-TRUSS M RESPONSIBLE SIBLE FOR ALL N.BUILDING S PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING a DESIGNER/ENGINEER OF RECORD TO 3'B I CHECKED BY: REVIEW AND APPROVE OF ALLTRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. _. x 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 3T-0' r I V= 16'-5" , Com® r II (//7 .\'‘, ////��® 1, C3 (8 ® i mso OS27,MMIND 63 6:12 C201) / \ A \ 6:12 B1':12 h� I I 11/H I / Al — 6:11' 6:12 co lip b D2 PI) Fr CONFORMSi O DESIGN CONCEP-GARAGE ' / ❑ CONFORMS TO DESIGN CONCEPT 14'-? D1 p Co ORMS TO DESIGN CONCEPT REVISIONS AS SHOWN / 11 I REVrISIONs NOTED�GN CONCEPT WITH ❑ NON-CONFORMING-REVI9E AND RESUBMIT 4 0 NON CONFORMING REVISE&RESUBMIT TRIS SHOP DRAWING HAS BEEN REV:WEJ,Y`H GENERAL CONFORMANCE 1T-3 1/2' s t DEED aei r aR GEtZRAL DO,FORMA,rE k I WITH DESIGN yEDD, GNif AND DOES NOT FEE WITH THE DESIGN CONCEPT ONLY AND DCE�NOT RELIEVE THE FAa N,RNEN ORa,RESPON IR.r.r FGR I.OR•Frxr+vn.DESIGN DRAWINGS P 'IncA:t S AND.1?PLY F ODES,ALL OF*SOH I G.YE F.ABRICI OR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FFOSSITY OVER THIS SHO,SIWfiIJo. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF ERICH HAVE PRIORITY Cy Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND - PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL R pack . PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TONOB-TRU S TOOTRUSS CONNECTIONS.BUILDING 3-B CHECKED BY DESIGNER/ENGINEER OF RECORD TO C d M P A NY REVIEW AND APPROVE OF ALLUSS lA DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR To CONSTRucnON. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). P,,.7 OR* Por " '+ `� �, t -GINA'' ` ' ° , r I Tit: a '116 kfp, 6/11/1 1 xPu iii 6/30/15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0° 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resisting ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T 1 HM-4x4 3 I I 72 12 6.00 Q 6.00 M-3x4 o,� q M-3x4 �� v olig o 1 0 y 1-os y 14-02 y 1, 1-06 JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 ,5����G �QF�ss/© WARNINGS: GENERAL NOTES,unless otherwise noted: �d� ' / f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC e 92t.PE Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown r, incorporation of component Is the responslbiity of the building designer. y,/` DES. BY: LJ rillf 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -�' . continuous sheathing such as plywood ing(e and/or drywall BC. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. ) i /Q�, 4.No load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. -}1r OREGON W SEQ. : 6035306 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L/ 2,r�y �N1h L� TRANS I D: 406433 design loads be appliedcontrol to anye and assn 6.Design assumes and are for"dry full condition" edngf at all supports shown.Shim or wedge if Q 7 14 2 ��T 5.CompuTrus has no over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. I Fi R i y ` 6.This design is furnished subject to the Irritations set forth Z Design assumes adequate drainage Is provided.s,and ,rl i.,4. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA In BCSI,copiesof which will be furnished upon request. 8 tinea coinddlates shall eewith Joint center on Nfnes9. s of truss, placed so their center MiTek USA,Inc./CompuTrus uTrus Software 7.6.6(1 L)-Z late In Inches. 0.For ibasic ts i connectcate size or f plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTA; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6.1=(-115) 48 3.7=(0) 305 2x6 KODF#1&BTR T1 SPACED 24.0' O.C. 2.3=( 0) 0 1.7=(-229) 648 BC: 2x4 KDDF#1&BTR 3-4=(-818) 321 7.4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 76 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. 4 TOTAL LOAD = 42.0 PSF BEAflING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0' -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0' 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for nett-5 psi') uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000° @ 11'- 4.0' Allowed = 0.150" vertical members Non). MAX TL CREEP DEFL = 0.000' @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0' Allowed = 0.150' Unbalanced live loads have been MAX TL CREEP DEFL = -0.014' @ 27'- 0.0" Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028' @ 21'- 11.3' Allowed = 0.476' Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1' Allowed = 0.697" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.0 @ 25'- 0.5' MAX HORIZ. TL DEFL = 0.01111'" @ 25'- 0.5' Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTE:Design assumes moisture content does Refer to CompuTrus gable end detail for not exceed 19� at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 1' 12-09 IIM 4X4+ 5-08 7-01 ' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- Truss designed for wind loads M-3x5i the plane of the truss only. m o_ M-4x6 N co O 12 12 O 6.00 D �Ato � Q 6.00 "o M-3x4+ 4 0 7 M-3x6+(S) 1 M-1.5x3 M-3x4 y ), 1, y 7-05 11-00 7-01 I y ), 1 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - B1 >va PR 04 Scale: 0.2470 `s d f,.• WARNINGS: GENERAL NOTES,unless otherwise noted: 9 B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ::::::; Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,-r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheatNn C and/or d - �. gtT s rywali�ec>. 110 It DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bradng end 4.Installation of truss is the responsibility of the respective contractor. "q OREGON iti SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G7 "74�' t_\ ...k.x. design loads be applied to any component. and are for"dry condition"of use. 1 2". �"� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �y fabrication,handling, necessary.signassumes J [.�R i t- SJ shipment and installation of components. 7,Design adequate drainage Is provided. 4 r1 4 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII(III VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git dicawith joint centertein lines. 9.Digits Indicate of plate Inches. MITBkUSA,Imo/COmpUTru3$011Ware 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 111E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2382 3-10=(-285) 195 BC: 2x4 HOOF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11-12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 Connector plate prefix designators: LL 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'. 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 ODE ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50' 2.76 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 = 0.013' @ -1'. 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804' MAX TL CREEP DEFL = -0.279" 0 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does f f f f f f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5X6(S) load duration factor=1.6, 3. Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. o? t...\114,, M-1.5x3 i +1 M-1.5x3 \ / O O 1 - 10 11 Iii 12 \ 1O CD M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 o M-3x5(S) 1, J, 1, y 1, 9-06-04 8-11-12 8-11-12 9-06-04 y y y , , 20-00 17-00 y y 1-06 37-00 1-06 R JOB NAME : POLYGON PLAN 3-B - C2 scale: o.t596 ����r��GPN � ��`s�U_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� .A/�� -o'C' f�q;,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =9 E�i:. Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsiblity of the building designer. 3.Additional temporary bredng to insure stebiNty during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c,respectively unless braced throughout their length by +/rll • Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). ' Cy„ DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q `*L OREGON ^V SEQ. : 6035308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .94t Q\ design loads be appied to any component. and are for"dry condition"of use. /4 -7 Y• 1 4 2 A'•k.. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if ' ty.- fabdcatlon,handling,shipment end Installation of components. necessary. s p /�T[}Pn l t A` V 6.This design Is furnished subject to the imitations set forth by B.Plates shall be locatedassumes gon both faces drainage oft ss,and placed so their center C f-5 44. 111111111111111111 TPI/WTCA in BCS),copies of which will be furnished upon request. Digit cnd cat with joint centernche. 9.Digits Indicate size of plate In inches. MiTek USA,InC./CompUTrus Software 7.6.6(1 L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacins.I TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE . 1.15 NOTE:Design assumes moisture content does 2x4 KDDF N1&8TR T1, 14 SPACED 24.0" O.C. not exceed 19% at time of manufacture. BC: 2x4 DF 91&BTR; 2x4 KDDF k1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 18-06 18-06 1' '1 T 12-04-10 6-01-06 6-01-06 12-04-10 T 1' 12 TIM-4x4 12 6.00 N Q 6.00 M-3x5(S) M-3x5(S) r+ vw 0 4 0 a Cr, M-3x5(S) 0 M-3x4 M-3x4 y y ,1 20-00 17-00 1, y ), ), 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C4 ��,,,o pR111ccc� `�i Scale: 0.2219 ,7 ti`s/�1 o- WARNINGS: GENERAL NOTES,unless otherwise noted: ��S.I rp7c' "�1-,,.. 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual .9G 0'I-G. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper r„//r 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebiFty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 A/ " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(9C). / r. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ CC r1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y ,y�OREGON Ix 4(j SEQ. : 6035309 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. "�7„q N A design loads be applied to any component, and are for"dry condition"of use. y .14 2S ^t- TRAN S I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ryQ0 fabrication,handling,shipment and installationVO of components. necessary. 41 . R ` `7.Design assumes adequate drainage is provided. rT i..1. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII IIII VIII III VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines cindicawith joint center Ines. 9.Digits indicate size offpplatetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 iiia ii i H iiia LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTA T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTA 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6.10=( 0) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50' 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0' 25'- 0.5' 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0° Allowed = 0.200" M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057' @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115' @ 12'- 9.0" Allowed = 1.639' HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.150' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.200' GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028' @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046' @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-0' -08 1' 03-OB system and components and cladding criteria. T T 1' IT f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 :=M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.001/ / 4 6.00 4 6.00 load duration factor=1.6, a Truss designed for wind loads in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. a� M-3x5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. o M-3x4 *„,4444444444444444444444444444444444444 rn 3 ° . c) m 0 0 a MA v o M-3x4 M-1.8 5x3 M-3x8 0.251'0 11 c M-5x6(S) M-3x5 M-3x4+ y 1' /, y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11.08 y y ), y 1-06 37-00 1-06 (nR ���{ � Q HIN ilA?S' JOB NAME: POLYGON PLAN 3-B - Cl Scale: 0.1712 w„ _`n�iy�1( cc- ��°. . WARNINGS: GENERAL NOTES,unless otherwise noted: a2 �G 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _ /�,,,+^"'�' Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. !P .# `. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 OREGON 40 DATE: 8/21/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 4/ Nt< A,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. / 4'y no ••�.. SEQ. : 603 5310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Q 14 !�h design loads be applied to any component. and are for"dry condition"of use. / i ` T,+T TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Y V fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPIMlTCA in BCSI,copies of which will famished upon request. git coincidedtwith joint aIn nche. EXPIRES:12/31/2015 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2-11=(-376) 2333 3-11=) -297) 196 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2- 3=(-2738) 534 11.12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4.12=) -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- (0)-4685) 890 13- 7=(-1489) 355 8. 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0' LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311' @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 f MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5" 7-03-08 5-02-11 5-11-13 �2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. Ti DEFL = 0.273" @ 36'- 6.5' 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 M-5x6(5) 0% M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 44440444,44444, 0.25" Truss designed for wind loads oq. 0.25" in the plane of the truss only. ky M-1.5x3 M-1.5x3 14 „M-3x10 m o M-6x8 c, o 1 114_- 12 13 0 0 o 'M-3x6 0.25" M-3x8 M-5x6 O M-5x8(S) a 3.00 3.00 - 12 12 y y ), .k ), y y y 9-05-06 9-00-10 2-03-0 , 7-10-08 y 8-04 y y y1-osy 20-09-08 7-10-08 8-04 y1-06y 1-06 37-00 1-06 ��Q,' .O PR Qp . JOB NAME : POLYGON PLAN 3-B - C3 Scale: 0.1596 \ o WARNINGS: GENERAL NOTES,unless otherwise noted: � ��1 /�I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. =7 `P E ti'' r� and Warnings before construction commences. building component.Applicability of design parameters and proper ,s Truss: C3Incorporation of component is the responsibility of the building designer. J 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by WV..DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -� CC DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREG�N /,, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,y_ W SEQ. : 6035311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. '1,� N A design loads be applied to any component. and are for"dry of use. a j 4 t�,_ TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes condition"fulbearing at all supports shown.Shim or wedge if !S fabrication,handling,shipment and installation of components. nesessary. M�.`L7 b 1.LSv„Na 7.Design assumes adequate drainage is provided. �rll P-l. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII Oil IIII TPI WTCA in copies of which will be furnished upon request. 9 lines Digits oinciate withijoint oi plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50' 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 of) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150° MAX TL CREEP DEFL = -0.014' @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4' Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012' @ 17'- 0.0" 8-08-12 8-08-12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0' 1' ' ' NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p HM-4x4 '' 6.00 4 „ Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1,1 M-1.5x3 M-1.5x3 3 M Cr3 O cp sP L�J i v oJX� _ 8 - . M-3x4 M-3x8 M-3x4 y ), y 8-08-12 8-08-12 y y y 1, 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.3117 `�'<c, °P}N qa,aF 6'4.9 - WARNINGS: GENERAL NOTES,unless otherwise noted: ttt���rrr/r����" 'vim, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual4. w 40 P E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 0007, 2.Design assumes the top and bottom chords to be laterally braced at ,,rte. DES. BY: LJ Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4a w. po typermanent bracing of continuous sheathingsuch as plywood (Bg `. raired where shown - or DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # Q �] 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j: 4/OREGt3N &' SEQ. : 60353 4 `/t 4 k Q� �( design loads be applied to any component. end are for"dry condition"of use. j a � TRANS I D: 406433 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If V ��Y. fabrication,handling,shipment and Installation of components. necessary. p 4f`R y 6.This design Is furnished subject to the imitations set forth by 6.Plates soh ll be locateddumes uon both drainage of truss,,and placed so their center 5..4. I IIIIII VIII VIII VIII VIII VIII IIID IIII IIIITPIANfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Goes 9.Digits indicate size of plate In Inches. 10. MiTek USA,InC./C0f11pUTruo Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1955(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KODF #13BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed far wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 8-08-12 8-08-12 1' T 1' 12 12 IIM-4x4 Q 6.00 6,00 3 CO co 4 c v �� O / ////////////////////////!/ / / / / / O 0 1 M-3x4 M-3x4 ; 1, 1, y 1-06 17-05-08 1-06 n cO PR Opt, JOB NAME : POLYGON PLAN 3-B - D1 Scale: 0 4363 ,� GIN 'As /� WARNINGS: GENERAL NOTES,unless otherwise noted: . f � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4*' r 9r r pt-E I— and Warnings before construction commences. building component.Applicability of design parameters end proper „r Truss: D 1 incorporation of component is the responsibility of the building designer. / 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at fir+ 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by �pV doop DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bredng required where shown++ OREGON t, CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^4f SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. 70, N A, design loads be applied to any component. and are for"dry condition"of use. Q 1 4 i, TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge if �C,, ! `. fabrication,handling,shipment and installation of components. necessary. lilt is}f �„ ' P P 7.Design assumes adequate drainage Is provided. r'i f-1 L 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 1111 VIII VIII VIII 1111111 TPIANTCA in BCSI,copies of which will be famished upon request. 9 linesDigitsindicdda ate size plate in center 10. oo MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1..2/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF 41&BTR LOAD DURATION INCREASE = 1.15 1.2= -5) ( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF 41&BTA SPACED 24.0" O.C. 2.3=(-282108 8-5.(-129) 2-8=(-100) 51 WEBS: 2x4 KDDF STAND 3.4=(-32O) 106 ( 129 497 8.3=( 100) 343 LOADING 4-5=(-622) 171 8.4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( O) 76 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0' 18.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0' -127/ 680V 0/ OH 5.50' 1.09 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Desiqn checked for net(-5 psf) uplift at 24 'oc sDacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010' @ 7'- 0.0" Allowed = 0.529' T f f MAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 13'- 0.0" Allowed = 0.200" 0-0f 5-0 8 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 12 MAX HORIZ. LL DEFL = 0.004' @ 11'. 0.5' MAX HORIZ. TL DEFL = 0.005' @ 11'- 0.5" 6.00[7. Q 6.00 NOTE:Design assumes moisture content does 11M-4x4 not exceed 19`s at time of manufacture. 4.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. IA` Wind: 140 mph, h=21.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1 111 in the plane of the truss only. M-1.5x3 4 ,r. to M 0 c; ow) i 1161Lemal . o /- 7-'- 8 o M-1.5x3 M-3x8 M-3x4 0 1, 1, y 2-09-04 8-08-12 1, y y 11-06 1-06 JOB NAME : POLYGON PLAN 3-6 - D3 scale: 0.3840 �c.;- GRN O�„ss,,, WARNINGS: GENERAL NOTES,unless otherwise noted: r � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .922 0 0 0 0 PE r Truss: D3 end Warnings before construction commences. building component.Applicability of design parameters and proper l// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJis the res2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 " ponsibl Illy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall )C. "-. - DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 (C. t1 4.No load should be appled to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 OREGON ((�' S E QL. -j1, TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 6. f Design assumes full bearing at all supports shown.Shim or wedge if n 1 4 2� 5.CompuTrus has no control over and assumes no responsibility for the �� fabrication,handling,shipment end installation of components. necessary.7. sprovided.s 4I'fi V i ` 6.This design is furnished subject to the Imitations set forth by 8.Dates shall be locaten assumes duoneboth facese of of truss,and placed so their center L t+ IIIIII VIII VIII VIII VIII VIII VIII IIII IIIII/WTCA MiTTpe SAnlnCs/Co puT us ISoftwa a 7.6.6(1 L)E BCI,copies of whch will be furnished uponrequest. 10.For asic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) lines coincide with jint center Nnes. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF N13BTR SPACED 24.0" O.C. 2.3=(-66) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2' -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.1 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148' MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000' @ 1'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , M (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. M/- vr o� 2►' 4'� M-3x4 y y y 1-06 2-00 (PROVIDE FULL BEAPING:Jt<: .4.31 �,�cO PR 04.6, JOB NAME : POLYGON PLAN 3-B - El Scale: 0.9632 ��� lz/ %,9 WARNINGS: GENERAL NOTES,unless otherwise noted: !� ±9 0�7 E r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ! 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibmty of the building designer. / �• aa� 3.Additional temporary bracing to Insure stabmty duringconstruction 2•Design assumes the top and bottom cholla to be laterally braced at r pro ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by �' e. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(9C). w DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y�G �y_OREGON Ix 1.4/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A >k SEQ. : 6035315 fasteners are complete and at no time should any bads greater than 5.Design assumes trussee are to be used in a non-corrosive environment, ) .4 ,t� L design loads be applied to any component. and are for"dry condition-g use. Q 1 A. T- TRAN S I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6'Decease assumes full bearing at all supports shown.Shim or wedge If nr� ` i �� fabrication,handling,shipment and installation of components. 7•Design sumes adequate drainage Is provided. �rt y - 6.This design is furnished subject to the 6rltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA In BCI,copies of whch will be furnished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTTPe USA,lncs/CompuT us(Software 7.6.6(1 L(-E request. late in inches. lines cicnsize of aForbcoonectorplte design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015