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Plans (147) +tea z�c tq-e z -( � \i 4-2-1.0 7D ( E u E I a/ D 4-19-16 Roseburg J2 MAIN FEB 0 6 2019 1. 15of 1 1-orrst Pnxlucts Cumyaur CS Beam 2016.4.0.5 lanBeamEngine 4.13.19.1 Materials Database 1547 CITY OF TIGARD BUILUINU DIVISION Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 11' 1r 14 5 0 11 7 C 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applyi ng point loads(or line loads)to carrying members Live Dead 1 391#(245p11) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p11) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allpoductnamesaetademarisofthe,,espectiveowners KAMI L.HENDERSON EWP MANAGER SW�ugT1 Copyright(C)2016 by Simpson Strong-Te Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,floorjoist,beam orgirde[shown on thisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on thissheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-96663 EIVED FEd 062019 MiTek' Butt t ,F TIGARD UILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-265_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: R45125315 thru R45125324 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <(-\ (( P R QFF`S'S co NGINEc• `r 89782PE 9� OREGON 9.q &'1RY 154.ce UL ' • 12 • • August 7,2015 Reivera,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 ANSI/TPI 1. • ' r Job Truss Truss Type Qty Ply POLYGON R45125315 PL15-265_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:32 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-SgKRVHzjyCjvWU_vNlwXpzzUcgKga2?hcKgRZfygBCv 1 1-0-0 1 1)-5-6 I I 1-2-0 1 F _ Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II • 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • y O _ O ra O - O - O i I jr 144\—idf NI4s. 4/ N i i N / N 7'\• o fir a a o- a e o - o e ' _ sly 2,a 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18-2-14 1 14-44 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— j8:0-1-8.Edgel.L19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard (c�tiD P R OFFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '-'IN, ANG 1 NEER /0 Uniform Loads(plf) ,C� 29 Vert:16-24=-8,1-15=-80 4 8 9 7 8 2 P E c--- Concentrated Loads(lb) Vert:2=-674(F) „or ....01 - r -57 OREGON �N(t) PAUL R' EXPIRES: 12/31/2016 August 7,2015 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.02/16/2015 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. II' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/711 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Hni9htc cA QS610 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-wOugjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 I I alae I I 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4 4 5 6 7 8 e e Ne e o e -s e- _P e o 1♦ 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8-12 12 5-12 I 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)— 12:0-1-8.Edgej.[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 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) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 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. PR° ss7;4G]NEFR 'p�9 89782PE r- i i/ OREGON 2o6 �� X-T —413y A , <G; 'AUL RAJ EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiT®k� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nib,.Heights,cA ssein Job Truss Truss Type Qty Ply POLYGON t R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz zUgzdln8lUAy?u02rpd4w2yP 3e9YdYygBCt 2-6-0 X1.0] I 1-2-0 I I 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • e e _ e • • •• • /_ _\ _ — No 1111111111111111111111.11 r e „ • o e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= I 5-10-2 (6-5-2 17-0-2 I 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)— [4:0-1-8.Edge].[5:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 Ib 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) 14=572/Mechanical,9=572/0.4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=1256/0,7-10=0/622 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. ��� t) P R 6FFss mac.. Eco NGINEER /o2 4 89782PE 9r my 9,y OREGON 'N Q �9� /°AULR\�� EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 881-7473 rev.02/16/2015 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. '^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 nth.,Heights r,a 95ein Job ' Truss Truss Type Oty Ply POLYGON R45125318 PL15-265 UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02red2b2xS_3e9YdYygBCt I 2-6-0 I I 1-8-6 I I 1-2-0 110.8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 e a o _ e \ N - O 0 1 A& 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= I 7-0-14 17-7-1418-2-141 14-4-4 H 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 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) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 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)14. 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. D PRO Fes w(\� 0NGINE., /02 '• 89782PE 9r„ 9 OREGON a� 'lig ,I,..,A �y 2 Q.Z' 9� t'AU n J EXPIRES: 12/31/2016 August 7,2015 t missisomme A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8611.7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 14111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cane NAVIN CA neem 1 Job Truss Truss Type Qty Ply POLYGON R45125319 PL15-265_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1 PJnRM711u59ygBCs I 2-0-10 11 1-2-0 11 0-8-14 11 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 11 1 2 3 3x4= 4 5 6 s e — 0 N I a .. .. e 1 10 a 1.5x3 1 1.5x3 11 3x6 = 3x4= 3x4= 2-3-10 2-10-101 3-5-10 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-8 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 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) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 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)11. 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. \oktiD PROFF`S's mac. NGIN49 jr�' c " 89782PE -9r 9 •REGON �� 1.9 C"4/ \f ,2 (<7 'AUL „\-.1 EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.02/16/2015 BEFORE USE. p �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:itruc Heights r`A Qrirl n Job ' Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0DOREL 5Hgcb?Tzp750Re4WpBHXyefiQygBCr I 2-8-0 I 2-1-12 11 1-2-0 110.9.8 1 2-3-0 I I 1-2-0 I 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e / o N e e o e e e e e 1*g 18 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 1e-0-12 1 11-8-12 12-3-121 I 15-11-12 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge],[15:0-1-8.Edge].[16:0-1-8.Edgej. LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 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. •<-,tio PROPe0 Q'y,co SNC' N EF•T /D12 9 89782PE 1' NI ,,i y,/ •REGON o*s. , 99ffRPSV AUL EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/11/2015 BEFORE USE. a �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Dill Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 9961n Job Truss Truss Type Qty Ply POLYGON e R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 8 • • 0 N e e e' e 11 10 9 8 1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4= I 2-0-14 12-7-14 13-2-14 I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets fX.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 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. Strong backs to be attached to walls at their outer ends or restrained by other means. •<� PR°Fess ��5 �NG]NEF,Y �O K- 89782PE 9s- ..-_rtl: - . am -74/&OREGON r2,1 to Q 99� �'AUL ,\ P EXPIRES: 12/31/2016 August 7,2015 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 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. �- Applicability of design parameters and proper incorporaBon of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M Mak. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 runs Heightc r.A Q5R111 Job ' Truss Truss Type Qty Ply POLYGON R45125322 PL15-265 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY_1 rnIMCcFst9JWi W1 gL6r9OFOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 I I Scale=1:8.7 111 MEI ■ 0 N 1 • • ��4 ,/ 4FR3 1.5x3 I I 3x4= I 2-8-0 I 2-8-0 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-8-0 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) 4=112/0-4-4,3=112/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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`„'<<`,NG N FR s/° 2 4Z8'782PE 9V • ;1\ . -7+OREGON O^h Q' 99ir �'AUL ,\N EXPIRES: 12/31/2016 August 7,2015 I _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. µ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nitro,Heights,('A QSRIn Job Truss Truss Type Qty Ply POLYGON ' R45125323 PL15-265_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H hjmK1TY2U3EPR3j01x3EDPHFK3JYZ_G7ImJygBCp I 2-6-0 1 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 1 1 2-3-0 1 l 1-2-0 I p-6.12 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • • _ e e _ o - e - • / / N o e a \ o / o e a o e e e 1 16 15 14 13 12 i 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12 13-0-12 1 11-8-12 12-3-12I I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— 17:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 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)11. 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. � ) P R OFes s 't" 89782P �NGINEFR >p29 89782PE t' i i/ me %,L OREGON �',� Q 99� '°AUL 0.0 ' EXPIRES: 12/31/2016 August 7,2015 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED EK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. �� MIT Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaMy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA Awn Job r Truss Truss Type Qty Ply POLYGON R45125324 PL15-265_UPPER F10 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1 TY2U3EPR3j01 x3EDXVFVF_gWZ_G7lmJygBCp 0-6-4 2-4-12 1 3x4 = 2 3x8= 3 1.5x3 II Scale=1:8.7 111 ■„ ■■` N II MIME ME 1.5x3 II 8 5 4 3x6= 3x4= I 0-7-12 t9-4/ 3-5-0 0-7-12 1-8 2-7-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 5 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=-27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-264/0 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down at 0-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-6=-8,1-3=-80 � PR OFFS Concentrated Loads(lb) 5� "�NGI NEF.. cS/0 Vert:1=-180(F) C? 29 4 89782PE r 9 OREGON(12 0:r'9�4L�,gRy15 0:r J PAUL P� EXPIRES: 12/31/2016 August 7,2015 � r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/1112015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Came Hnight5(-A 95Aln Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,yI 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. I Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. 114 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 01 , 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _EM O ILI11114/0210•0, p bracing should be considered. �_� O � 3. Neverkexceedatthe designadua loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c;-s c6-7 t-- 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. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II 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. •M 0 reaction section indicates joint 17.Install and load vertically where bearings occur. unless indicated otherwise. Min size shown is for crushing only. MINIM x 18.Use ofseen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal I\i1 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: Design Standard for Bracin is not sufficient. BCSI: BuildingComponent SafetyI/ Information, 8 20.Design assumes manufacture in accordance with Guide to Good Practie for Handling, . . .lie e lk ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Mi MN MI t RECEIVED FEB 0 6 2019 MaTek� BCITY OF I IGARD UILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-D 8 INCH TAILS 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: K4457340 thru K4457379 My license renewal date for the state of Oregon is December 31,2019. co NF�c ��co P R OFFSS NGI 9 /% 44/ 89200PE 9r 9i OREGON OREGON 44,/ O 1' 1 4, 2Q Q`�- MFRRI��-0 April 9,2018 Baxter, David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS 24-08-0B MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 53 2- 8=(-732) 1837 3- 8=( -171) 249 2x6 KDDF #1&BTR T2 2- 3=(-2843) 875 8- 9=(-858) 2138 8- 4=( -70) 768 BC: 2x6 KDDF#1&BTA LOADING 3- 4=(-2678) 905 9-10=(-642) 1513 8- 5=( -471) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 695 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 738 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=( -126) 150 6-10=(-2571) 1016 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <- 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -632/ 2446V -172/ 300H 5.50" 3.91 KDDF ( 625) • ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 24'- 8.5" -985/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 6.0" 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .. For hanger specs. - See approved plans MAX LL DEFL = -0.000" @ 0'- -6.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.059" @ 13'- 3.8" Allowed = 1.190" MAX TL DEFL = -0.099" @ 13'- 3.8" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.023" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.035" @ 24'- 5.0" 7-11-11 16-08-13 T f f Design conforms to main windforce-resisting 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 system and components and cladding criteria. T T 4,597.308 1' T f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, 12.00F77 =M-6x6 =M-6x6 M-3x6 q End verticalis) are exposed to wind, • -/ Truss designed for wind loads T2 BE AR A >5x33j: yA . 'I'0 0 co M O N famiimilim• II' IN-1 iiiiidiimmt O -/o M-3x6 M-3x8 0.25" 9 M-4x6 v10 M-7x8(S) y y ), ), �(t�,Q�F'0 PROFES le l 7-07-08 8-05-10 8-07-06 b �C;` GINE s/0 �C? �'\ 9 2 0-08 24-08-08 9 :9200PE % JOB NAME : POLYGON 7-D - Al • Scale: 0.2330 WARNINGS: GENERAL NOTES, unless otherwise noted'. O it 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 Te* OREGON Citi Truss: Al and Wa icings before construction commences. building component.Applicability of design parameters and proper4.1 2.2s4 compression web bracing must be installed where shown., incorporation of component is the responsibility of the Duimirg designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at /O 9y 14 20 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of me responsibility of building tlesi continuous sheathing such as plywood sheathing(TC)and/or tlryvrall(BC). Ne DATE: 4/4/2018 the overall structure is P ty a 9 gner. 3.2s Impact bridging or lateral bracing required where shown.. FIR II I.A- S E Q.: K4 4 5 7 3 4 0 4.No load should be applied to any component until after al biasing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design mads be applied to any component and are for condition.of use. • 5.CampuTrushas nocontrol over and assumes noresponsibility for the 8.05 gtlauppsrt 55 me She wdg EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A rl l(1'^O 1 p 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p J L V TPVWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-I988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=)-565) 881 2- 8=( -205) 200 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=(-1086) 909 8- 9=(-923) 891 8- 3=( -105) 953 BC: 2x6 KDDF #1&BTR 3- 4=( 0) 0 9-10=(-300) 639 8- 5=( -289) 90 WEBS: 2x9 KDDF STAND; LOADING 3- 5=( -736) 331 5- 9=( -228) 238 2x9 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD = 10.0 PIE 6- 7=( -127) 199 6-10=(-1099) 376 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1095V -165/ 2910 5.50" 1.67 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 29'- 8.5" -179/ 1078V 0/ OH 5.50" 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. '* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.026" @ 13'- 3.8" Allowed = 1.190" 9-11-11 14-08-13 MAX TL DEFL = -0.091" @ 13'- 3.8" Allowed = 1.586" f 1' f SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 f f f f f f .___ f MAX HORIZ. LL DEFL = -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 8-00 T f Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 12.00 Wind: 190 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 End vertical(s) are exposed to wind, 3 M-3x4 M-3x4 M-1.5x3 Truss designed for wind loads 5 6 7 in the plane of the truss only. T2 �� AV AV M-1.5x3 • 111111111111111111111111111111111111. 0 0 0 m in o ,n I': UMMIIIIMMEMOIMMEMIOWIIMMEMMEMMEMMEMEMMI --/ 1*• 8 9 10 oI M-3x4 M-3x8 0.25" M-3x4 M-7x8(5) b 7-07-08 y 8-05-10 l 8-07-06 y ���ED PROFFss b l C-`� �GNGIN P"3 /qf9 24-08-08 92 OP X` JOB NAME : POLYGON 7-D - A2 -AO. • . • Scale: 0.2412 WARNINGS: GENERAL NOTES, unless otherwise noted: 13 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 -PG 4 OREGON ��0 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper b{ 2.2s4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. 20� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally bread at /O Alk 14 is the responsibility of the erector.Adtliticnal permanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)sand/or tlrywal6ec). 1111:11110- SEQ.: �R 10- DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown v v SEQ.: K4457341 a.No load should be applied to any component unsI after al braong and 5.Installation oftru the tthe a rsscortoecontrraconrment, fasteners are complete and at no time should any loads greater than Design assumesin TRANS I D: LINK design bads be applied to any component. and are for•ary condition"of use. B.CompuTrus has no control over and assumes no responsibility for the necessary.8.Design full bearing et el supports shown.Shim or wedge if EXPIRES: 12-31-2019 7 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,20 18 8.This design a furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(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 29'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 988 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=7 -871) 603 7- 8=(-289) 936 2- 8=(-976) 339 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 489 10- 6=(-215) 791 9- 9=(-197) 901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-980) 337 TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ,r MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed = 1.190" MAX TL DEFL = -0.046" @ 13'- 1.8" Allowed = 1.586" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS I I I I 1 1 12 12 MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" M-4x6 M-5x6 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" 12.00 V N 12.00 „OW,. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 //i 1 r, 0 0 0 1** 7 8 9 10 *'6 0 • o M-3x4 M-1.5x3 0.25" M-1.5x3 M-3x4 0 M-5x8(Sr-3x4 y 6-00-12 y 5-07-12 1-05-04 5-06 y 6-00-12 y �g5tu NGIN F�`r�'/0 y �,� 9 2-9 24-08-08 :9200PE r' JOB NAME : POLYGON 7-D - A3 4110111/ Scale: 0.2202 `I WARNINGS: GENERAL NOTES, unless otherwise noted: Q 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 scan individual -yG 4"OREGON Ix �� Truss: A3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2s4 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 2.Design assumes me top and bottom chords 10 be laterally braced at /O ''//' y A 20 t7 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 1'i 111 continuous sheathing such as plywoodaired sheathing(TC)ownand/ora drywell(BC). � � �� DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or Lateral bracing required where shown++ )`+ SEQ.: K 4 4 5 7 3 4 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no One should any roads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. and are ry lin conadlon'g use. 5.CompuTrus has no control over and assumes no responsibility forme 8.Decegnas es Nil bearing at all supports shown.Shim ar wedge if ...,,DI II CCS, 12-31-21119 febxetlon,handling, necessary. .Ip I ((ll C{7 G 1 L shipment and installation of components. 7.Design assumes adequate drainage is provided. Ap�I 19 20 1 8 8.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPBw?CA in 8131,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-397) 821 2- 9=(-273) 253 7-19=(-1323) 435 BC: 2x9 KDDF #1&13TR SPACED 29.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 392 14- 8=( -119) 68 WEBS: 2x9 KDDF STAND 3- 9=( 0) 0 10-12=( 0) 0 9-11=(-179) 692 LOADING 3- 6=( -633) 909 11-13=(-350) 957 3-11=(-101) 112 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-19=(-346) 963 6-11=( -13) 316 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 915 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -98) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 2015. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 29'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-09-02 MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" MAX TL DEFL = -0.099" @ 14'- 8.5" Allowed = 1.586" 11-11-11 0-t9:(02 8-06-11 3-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX HORIZ. LL DEFL = -0.016" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" T f f f f f f 10-00 Design conforms to main windforce-resisting T 4 5 system and components and cladding criteria. 12.00 12 12 12.00 M-5x6 M-9x6 Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 • load duration factor=l.6, #=5c. End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1.e5x3 v� ro •4111111 [aillgilli cvCD 03 I 4� �_, 13 **19 'T' o M-1.5x3 o 1** 9 10 12 1 M-3x4 M-3x8 M-1.5x3 of M-3x4 0 M-5x8 l b b b l l y 9-08-08 5-03-08 1-01 -08 5-03-12 3-03-04 y G PR 15-01-12 9-06-12 `��D r Or`sA 16-01-08 0-11 12 8-07 �iS GINE V/O� 24-08-08 4' :92110. 9X j JOB NAME : POLYGON 7-D - A3V � • ' Scale: 0.1807 ! WARNINGS: GENERAL NOTES, unless otherwise noted' 0 et �1 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 ai ` OREGON t„..ei Truss: A3V and Warnings before consruction commences. building component.Applicability of design parameters and proper 4 ,(� 2.2v4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. ,I 2(. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O r y w ° 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 A_ 1 Y t'L DATE: 4/4/2018 the overall structure 9 the responsibility f the buildingdesigner. continuous sheathinginor sten l b plywood required s ownand/•tlrywall(BC), al�J�� ��`p ponsi k1Y o 3.2x Impact bridging or lateral bracing requiretl where shown** C SEQ.: K4 4 5 7 3 4 3 4.Na load should be applied to any component until after al bracing and 5.4.Installation of truss iss the e are beity usedof the no n-corrosive p o�evcontrraconrmenl, fasteners are complete and at no time should any loads greater thansign assumes design loads be applied to any component. and are far"dry cendibon"of use. TRANS ID: LINK 5.CompuTrushasnocontrMoverandassumesnoresponsibilityforthe 6.Design assumes ullbearing atall suppo sshown.5himorwetlgeif EXPIRES: 12-31-2019 nary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April ri 19,20 18 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p' TPIIWTCA in SCSI,copies of which vdll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -48) 56 11-12=(-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -151/ 1045V -233/ 281H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -144/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 4-09-02 6-06-11 3-05 MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" f f '( f 1' MAX TL DEFL = -0.049" @ 14'- 8.5" Allowed = 1.586" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 M-4x6 M-5x6 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" 12.00 7 N12.00 3 4eODesign conforms to main windforce-resisting MMEMMEMMEMMEMMEsystem and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5X3 M-5x10 M-1.5x3 6 _,,,,,,,:l cs O rt rn !� J Lj7.11111111111"..........11121' A.9 r 11 12 "' M-1.5x3 M-3x4 0 1" 7 8 15 O to M-3x4 M-3x8 M-1.5x3 c M-5x8 l l )' l b )' 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 y y l y 15-01-12 y y 9-06-12 y 16-01-08 0-11-12 8-07 �s Pit0E4-ss ; 24-08-08 y mac.: ''i'k EFR /0�9 JOB NAME : POLYGON 7-D - A4OP "i0r." - Scale: 0.2287 WARNINGS: GENERAL NOTES, unless otherwise noted, O at" I.Builder and erection contradorshould beadvised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual 7, 4,OREGON lei Truss: A4 and Warnings before construction commences. building component.Appliwbiliry of design parameters and proper N 2.2a4 compression web bracing must be inGalled where shown e. incorporation of component is the responsibility of the building designer. / <J '` 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bort m chords to be laterally braced at 6 -. y 14 f 2. ,�..�. is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unRss braced throughout Meir length by DATE: 4/4/2018 the overall structure is the responsibility of the building desi continuom sheathing such as aciplyng reood airedsheathere)ownand/•tlrywall(BC). /r� �� sponsi ty g goer. 3.Zx Impact bridging or lateral bracing required whore shown a• C+ SEQ.: K4 4 5 7 3 4 4 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 complete and at no time should any loads greater than 5.Design assumes trusses are to Be used in a non-corrosive environment, design ds beapplied to an t and are for"dry condition'of use. TRANS ID: LINK 5.Ca puTrushasnontroloverantlassumesnoresponsibiliyforthe 8.Desgnassumes ullbeanngatall suppo sahom.Shimorwetlgeit ( pEXPIRES: 12 31-2019 ' fabrication,handling,shipment and instaNation ofcomponents. 7.Design adequate drainage is provided. April 9,2018 e.This design is furnished subject to the limitations set forth by 8.Plates shat be located on bath faces of truss,and placed so their center THANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Me of plate in inches. MITek USA,InoJCompuTrus Software 7.6.8(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 24-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 292 10- 5-) 0) 516 2x6 KDDF #1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1918) 729 9-11=( -29) 63 8- 4=(-687) 402 6-12=( 0) 904 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-2269) 926 10-12=(-817) 2269 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1385) 581 12-13=( -56) 99 9-10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 20'- 4.5" V 6- 7=(-1999) 733 9-10=( -85) 19 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DLI 14.0)- 64.0 PLF 20'- 4.5" TO. 29'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DLI 50.0)- 50.0 PLF 0'- 0.0" TO 29'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC DON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 29'- 8.5" -870/ 2757V 0/ OH 5.50" 9.91 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 108SF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.062" @ 11'- 11.4" Allowed = 1.190" MAX TL DEFL = -0.109" @ 11'- 11.4" Allowed = 1.586" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 24'- 5.8" MAX HORIZ. TL DEFL = 0.092" @ 24'- 5.8" • 7-11-11 12-05-02 4-03-11 T 4' T 4' Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 system and components and cladding criteria. T T 4597.30# T T + 97.30# T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 N 12.00 7 M-3x8 M-3x4 12.00 load duration factor=l.6, End vertical(s) are exposed to wind, 4 6 Truss designed for wind loads /M-1.5X3 .� T2 Qf in the plane of the truss only. - M-4x6 44 -/ • tiI u, 0 I ro .10 I 12 13o : km '� M-3x10 M-3x4 0 1'** 8 9 11 I I M-3x6 M-3x8 M-7x8 M-7x8 o 1 • M-1.5x3 1 1 1 1 1 1 - 1 7-07-08 4-05-10 3-10-10 1 4-09-04 3-11-08 1 <0ti0 PROFcss 1 16-01-08 8-07 1 ,NG1NE`c9 //2 24-08-08 4„ 9 :9200PE v JOB NAME : POLYGON 7-D - A5 Scale: 0.2286 WARNINGS: GENERAL NOTES, unless otherwise noted'. 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual To y OREGON <0 Truss: A5 and Wamings before construction commences. building component.Applicability of design parameters and proper (+ 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. I 2.0 p....#�# 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be'Merely braced at �O 9 Y 1 w is me responsibility of the erector.Additional permanent bracing of 7 o.c,and at 1131o.c.respectively unless braced throughout their length by /� '# d DATE: 4/4/2018 the overall structure is me responsibility rine building des continuous sheathing such as aciplyng reood ui sheathing(TC)s and/or drywall(BC). 11/ 61:110- SEQ.: `R R Io- `J p ry o g igner. 3.2x Impact bridging or lateral bracing required stere shown** SEQ.: K4457345 4.No load should be applied to any mmpsneg unsl after all bnac:sg and 4.Installation oftru`ryssherespo sibulsytlbtenon�naecontractor. nt fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibility for the e 6.Ded}gsnnassumes full bearing at all supports shown.shim orwedge if EXPIRES: 12-31-2019 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April p 9,20 18 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJrCA In SCSI,copies of which will be fumished upon request. lines coincide with loin center lines. 9.Digits indicate size of plate in inches. MITek USA,InoiCoerpuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1958(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 16-06-08 HIP SETBACK 3-05-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; 16-06-08 GIRDER SUPPORTING 29-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 66 2-10=( -796) 2862 10- 3=( -670) 2592 2x6 KDDF#1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9114) 1130 10-11=(-1328) 5000 10- 9=(-3296) 936 BC: 2x12 KDDF #1&BTR 3- 9=(-2862) 829 11-12=(-1774) 6792 4-11=( -510) 2268 WEBS: 2x9 KDDF STAND; LOADING 9- 5=(-5290) 1486 12-13=(-1774) 6792 11- 5=(-2312) 608 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1688 13-19=(-1518) 5880 12- 5=( -489) 2289 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 3'- 5.0" V 6- 7=(-3879) 1060 19- 8=( -959) 3879 5-13=(-1238) 309 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 67.7)+DL( 19.0)= 86.7 PLF 3'- 5.0" TO 13'- 1.5" V 7- 8=(-5594) 1469 13- 6=( -486) 2168 BC LATERAL SUPPORT 72"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 1.5" TO 16'- 6.5" V 8- 9=( 0) 66 6-19=(-3096) 890 BC UNIF LL( 0.0)+DL( 27.1)= 27.1 PLF 0'- 0.0" TO 16'- 6.5" V 14- 7=( -898) 3579 BC UNIF LL( 283.9)+DL( 193.0)= 476.9 PLF 9'- 0.0" TO 16'- 0.0" V NOTE: 2x9 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 3'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 68.8)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -883/ 3235V -88/ 88H 5.50" 5.18 KDDF ( 625) ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1289/ 4953V 0/ OH 5.50" 7.92 KDDF ( 625) OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Designchecked for net 5 �� I (- psf) uplift at 29 "oc spacing. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN AA nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'--10.0" Allowed = 0.083" /�� 9" oc in 1 row(s) throughout 2x4 top chords, • MAX TL DEFL = =0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.093" @ 8'- 3.2" Allowed = 0.781" /x\/x\ 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 3 row(s) throughout 2x12 bottom chords, MAX TL DEFL = -0.065" @ 8'- 3.2" Allowed = 1.092" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.000" @ 17'- 4.5" Allowed = 0.083" MAX TL DEFL = -0.000" @ 17'- 4.5" Allowed = 0.111" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 16'- 1.0" 3-04-11 9-09-02 3-04-11 MAX HORIZ. TL DEFL = 0.016" @ 16'- 1.0" 1' . . T 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 Design conforms to main windforce-resisting T +88.10# T f f 488.10# T system and components and cladding criteria. 12 12 12.00 M-4x8+ M-4x8 Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3x8 M-3x5 N 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 4 5 Truss designed for wind loads mg = in the plane of the truss only. M-5x16 M-5x16 ...4”.".' AIMIRIIMIIMIL,ENE 'm ' % le 1 11 1 ' 1 l '"'IJ ,.. 1 11'11 1 1 l'.. 1 1 1111 , oo I o O 1 30 11 12 13 14 - of o M-6x16+ M-3x5 M-9x12 M-3x5 M-6x16 S o M-4x8+ M-4x8+ M-4x8+ M-9x8+ M-4x8+ M-9x8+ M-4x8+ M-4x8+ b l )' �2y7s7# Y 1 )' 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 2�D P R QF� 0-08 16-06-08 0-08y r\GJ<C�```NGINE�c9`r/O� `rte 920P v� JOB NAME : POLYGON 7-D - B1 � Scale: 0.3356 WARNINGS: GENERAL NOTES, unless otherwise noted' Q :r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based Doty upon Me parameters shown and is for an individual Truss: Bl and Vyarnin before construction commences. building componentA Applicability of tern and �� �J-OREGON Ix �� gs pp ryo g parameters 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 2.Design assumes the top and bottom chords to be lateralty braced at /o q Y 14 a Zo P+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at tit o.c.respedively unless braced throughout their length by ^ DATE: 4/4/2018 the structure is therebili of budding tlesi continuous sheathing such as plywood sheathing(TC)andfordrywall(BC). Vsponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ FR R i l.�- SEQ.: K4457346 4.No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecbve contractor. fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility lir the 6.Design assumes full bearing at all supports shown.Shim or wedge EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/MCA in 8101,copies of which will be furnished upon request. lines coincide with joint con ter lines. 9.Diggs indicate size of plate in inches. MITek USA,Int./CompUTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2-12=(-179) 751 3-12=(-197) 180 BC: 2x6 KDDF #1sBTR SPACED 29.0" O.C. 2- 3=1-1099) 367 12-13=1-109) 659 12- 9=1-149) 383 WEBS: 2x9 KDDF STAND 3- 9=1 -887) 901 13-10=1-192) 652 12- 6=(-173) 127 LOADING 4- 5=1 0) 0 6-13=1-173) 127 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=1 -566) 341 8-13=1-149) 383 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PIP 6- 8=1 -566) 341 13- 9=1-197) 180 TOTAL LOAD= 42.0 POE 7- 8=1 0) 0 8- 9=1 -887) 901 NOTE: 2x9 BRACING AT 24"OC SON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=1-1099) 367 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 53 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 8.0" 8.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1000V -211/ 211H 5.50" 1.60 KDDF ( 625) 22'- 0.0" -227/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) 9-11-11 2-00-10 9-11-11 T T T T 4-00 3-10-04 2-01-071-004050-052-01-07 3-10-04 9-00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. T f T T T T T T T VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-00 8-00 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 'I' f f 1' MAX LL DEFL = 0.020" @ 11'- 0.0" Allowed = 1.054" 12 S 7 12 MAX TL DEFL = -0.030" @ 11'- 0.0" Allowed = 1.406" 12.00 12.00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" N MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 4 M-3x9 MAX HORIZ. LL DEFL = 0.007" @ 21'- 6.5" 6 MAX HORIZ. TL DEFL = 0.011" @ 21'- 6.5" AI o* :!::g:::; f:7To:;: ::::7Lfn.:1, !M:FA-S1(Dir), mainindforce-resitingts acladding crieria.Wind: TCDL .2,BCDL=6.0, SCE 7-10,losed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o M-1.5x3 M-1.5x3 Truss designed for wind loads in the plane of the truss only. r, 98 -A o M-3x4 M-3x8 M-5x6(5) M-3x8 M-3x9 1 12 13 r. 1 o b ), ), )' 7-08-08 6-07 7-08-08 * ), y ��f�EO PROFFss 10-00 12-00 1 b b b �� �GNGINE�'4 /�'y 0-08 22-00 0-08 Q 89200PE 9r JOB NAME : POLYGON 7-D - C2 Scale: 0.2404 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shovm and la for an Individual "Pi ifJ OREGON b �t� Truss: C2 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. L 2 \44,A17.1- 3. Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at /O ( v/ Vi is the responsibility of the erector.Additional permanent bracing of 2'ob.and al 10'o.c.respectively unless braced throughout their length by `� DATE: 4/4/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood aired in ere s and/or drywell(BC). � R R I I-V" p ry o g goer. 3.2x Impact bridging or lateral bracing required where shown++ S 'Q.: K 4 4 5 7 3 4 7 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 complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and essumesnoresponsibility or the 6.Design assumes fullbearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April(�r� p 9 r 20.I8 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCSI,copies of w5ch will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&HTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 53 2-10=(-449) 1626 3-10=)-175) 243 BC: 2x6 KDDF#1&BTR 2- 3=(-2523) 721 10-11=(-475) 1766 10- 4-) -74) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 751 11- 8=(-393) 1633 10- 5=)-362) 285 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1622) 584 5-11=(-341) 275 TC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 588 6-11=( -64) 677 BC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 756 11- 7=(-174) 243 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2534) 726 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=) 0) 53 NOTE: 2x4 BRACING AT 24"01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -510/ 2211V -209/ 209H 5.50" 3.54 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -514/ 2219V 0/ OH 5.50" 3.55 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" '1 f T 'f' MAX TL DEFL = -0.077" @ 11'- 0.0" Allowed = 1.406" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 597.30# 1597.30# SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 12.00 7 M-4x6 M-3x4 M-4x6 N 12.00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" ,400 .1: Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5X3111\11 M-1.5x3 in the plane of the truss only. M O �azr :asi N 1,-.14.111111 10 11 O o M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 0 7-08-08 6-07 7-08-08 to 0o y 12-00 y 'c<c'W) PR°Etc, OS o-oe 22-00 0 oe ��? `�,NO'NE 'Y /��i9 :9200PE 1--- JOB JOB NAME : POLYGON 7-D - Cl t�/ Scale: 0.2529 ----- WARNINGS: GENERAL NOTES, unless otherwise noted: Q Q` Truss: C 1 1. uilder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an Individual 7, 40 OREGON Dt �<0 • and Wamings before construction commences. building component.Applica Nlity of design parameters and proper 2.2v4 compression web bracing must be installed where shown•. 4.- incorporation of component is the recponsiDilgy of the building designer. aq 2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be throughout braced at /O '1)#' 7 Y 7 A f is the responsibility of the erector.Additional permanent bracing of 2'D.C.and at 10 o.c.respectively unless braced throughout their length by Y ^ DATE: 4/4/2018 the overall structure is the responsibility f the building desi continuous sheathingdginor such as plywood aired in ere s ownand/.drywall(BC). M�cR R ILA- SEQ.: 1Q p ty o B goer. 3.2x Impact bridging or lateral bracing required where shown•• (r K 4 4 5 7 3 4 8 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contracto7 fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition'.of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copes of which will be fumishetl upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-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 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- B=(-93) 839 3- 8=(-378) 348 " BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-1094) 258 8- 9=(-52) 597 8- 9=(-298) 616 WEBS: 2x9 KDDF STAND 3- 4=( -989) 441 9- 6=(-93) 711 4- 9=(-248) 616 LOADING 4- 5=( -989) 991 9- 5=(-378) 348 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1094) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" 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" -173/ 1000V -298/ 298H 5.50" 1.60 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -173/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f '1 4' MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5-07-10 5-09-06 5-04-06 5-07-10 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" T ,f / 1 / MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.059" MAX TL DEFL = -0.093" @ 7'- 5.1" Allowed = 1.906" 12 12 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" M-9x6 12.00 12.00 MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" 9 Orr SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" 0MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x31/1 :1,4-1.5x3 3 no Ai /Ak no N I_ YSe 9(Il f'N N 111��� =o g 9 - o o M-3x9 M-3x9 M-3x5(5) M-3x9 M-3x9 to y y b ,) 7-05-01 7-01-13 7-05-01 Ep PROF J, 10-00 y 12-00 y y ��co'S��G,IN4- 6> 0-08 22-00 0-08 9 :9200P r JOB NAME : POLYGON 7-D - C3 scale: 0.2199 i�- WARNINGS: GENERAL NOTES, unlessotherwise noted: 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 OREGON A. �t Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Vs 2.2v4 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 2.Design assumes Me top and bottom chords to be laterally braced at GHQ�)' 1 A O 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 1"F 1 DATE: 4/4/2018 the overall structure is the responsibility of the budding deli continuous sheathing oor such as acing rplywooe uireathing(re s own+tlrywall(BC). R R I a+� puri ty 8 gang 3.2v Impact bridging lateral bracing required where shown and/or d SEQ.: K 4 4 5 7 3 4 9 4.No bad should be applied to any component until after all bracing and 4.Installation allation of Puss iss thehrespo sibulsed in the non<o�evcontrr torment, fasteners are complete and at no bee should any bads greater than Design assumesare design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTroshas no control over and assumes noresponsibility or the C Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2419 neceseery. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 9,201$ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. Ines cnindde wah joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 16-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 52 2-10=(-748) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #1&BTR 2- 3=(-5448) 1176 10-11=(-750) 3569 3-11=( -176) 208 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1234 11-12=1-714) 3548 11- 4=( -564) 2520 2x6 RDDF#2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4102) 1092 12-13=(-674) 3598 4-12=1-2030) 594 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-4104) 1092 13-14=(-956) 4728 12- 5=(-1478) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1256 14- 8=(-962) 4756 12- 6=(-2176) 636 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1594 6-13=( -618) 2622 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 52 13- 7=(-1556) 442 OVERHANGS: 8.0" 8.0" 7-14=( -530) 2578 ADDL: BC CONC LL+DL= 2651.0 LBS @ 8'- 0.0" ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -941/ 4290V -297/ 297H 5.50" 6.86 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -1262/ 5664V 0/ OH 5.50" 9.06 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" 11-00 11-00 MAX LL DEFL = 0.061" @ 14'- 1.7" Allowed = 1.054" 1' f 1' MAX TL DEFL = -0.126" @ 14'- 1.7" Allowed = 1.406" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.067" 1' MAX TL DEFL = -0.000" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 12.00 12.00 MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" 4.0" 5 ,f-•( i111\ , Design conforms to main windforce-resisting system and components and cladding criteria. 1 Wind: 190 mph, h=29.7ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, M-3X5 M-3X5 (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-3x6 M-3x6 3 li A.4' i.. / , ,Lm_5x10 oO ■® er �w 10 11 12 13 14 - o to M-5x10 M-3x8 M-6x8 0.25" M-6x8 M-3x8 to y > *2651#M-7x�(S) y ♦2442# y r,.INE:1�Ep PRQ . 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 FR /0 o8 22-00 o8 2 OP 2�r JOB NAME : POLYGON 7-D - C4 . . �� Scale: 0.1909 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised otall General Roles 1.This design is based onyupon the parameters shovel and isfor anindividual 7G A9 OREGON b �W Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle to be laterally braced at 2° �+ is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at IV o.c.respectively unless braced throughout their length by /O ���tt1� f continuous sheathinginor later l bracing plywood aired here)an dror tlrywall(BC). ��R �� DATE: 9/9/2 018 the overall structure is the responsibility of the building designee 3.ran Impact bg or lsuch wo required where shown++ SEQ.: K4 4 5 7 3 5 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID• LINK design mads be applied to any component. and are for"dry conditionor use. 5.CampuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necesfabrication,handling, cery. .1 p shipment otl installation of components.forth 7.Designs&refl assumes adequate tonboth)faces drainage is provided. April 9,2 0 1 8 6.This design is furnished subject to the limitations set forth by B.Plates chap be located on both faces of truss,and placed so their center TPIWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , 9.Digits indicate size of plate in inches. • MTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 LL = 25 PSF Ground Snow (Pg) 9.00 G,- LIMITED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Lo Truss designed for wind loads I in the plane of the truss only. r 0 ti uo 1 I in o o 4X 3 M-3x8 1 4 3-00 > 1, �kc,O PRop 4-00 4c`C\ ENGINE % °' 89200PE fir' JOB NAME : POLYGON 7-D - E2 Scale: 0.9254 P/'e/ WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 - OREGON N �� Truss: E2 and Warnings before construction commences. balding component.Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. A ^\ �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,O •k V �}1 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 re uired here s andrown•drywall(BC). MFR R 10- SEQ.: �/V1 DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown • K4 4 5 7 3 51 4.No load should be applied to any component until after all bracing end 4.Installation of buss is to responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design leads be applied to any component. and are for condition"or use. 5.CampaTnua has no control over and assumes no responsibility for me 8.Design ssumes full bearing at all supports shown.Shim or wedge t EXPIRES: 12-31-2019 Y. fabrication,handling,shipment and he Bastion of components. 7.Design assumes adequate drainage is provided. April 9,20 1 8 a.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 DF STAND; 2x9 ROOF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 POP 1'- 0.0" -29/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 9•- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 POE Ground Snow (Pg) JT 1: Heel to plate corner = 5.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.009" @ 2'- 5.2" Allowed = 0.239" ,r ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 9.0017 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, M-1.5x3 End verticalis) are exposed to wind, 2 3 Truss designed for wind loads in the plane of the truss only. it I ti A ti l / „-- „- M-3x8 M-3x8 M-1.5x3 Jo y 3-00 1 y 4-00 � <�ti0 PROFFss co- �c 1NEE9 ��29 :9200PE r JOB NAME : POLYGON 7-D - E1 �. Scale: 0.6335 - -- WARNINGS: GENERAL NOTES, unless otherwise noted'. O �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual , 4J OREGON Op �� Truss: El and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. �f 2O �� 3.Additional temporary baring to insure stability during conshudan 2.Design assumes the top and bottom chords b be laterally braced at �O _7 y 1 A is the responsibility of the erector.Additional permanent bracing of 2'o.<.and at 10 o.c.respectivety unless braced Throughout their length by �# DATE: 4/4/2018 the overall structure is the responsibility f the buildingdesi continuous sheathing such as plywood sheething(TC)antllor tlrywell(BC). MFR R I l.L sponsi ty o designer. 3.2a Impact bridging or lateral bracing required where shown++ SE Q.: K4 4 5 7 3 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility far the 6.Desi assumes Ml bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, ry. n 1 p edismeectotlie limitations 005h by T.Design assumes be oneoface io truss, April 9,2018 H.This design is famished subject to the limitations set todh by S.Plates shall be bcetetl on both faces of true,and placed so mein center TPVWTCA in BCSI,copies of whits will be furnished upon request. lines coincide with joint center lines. .Digits indicate size of plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.8 1L�E 1B For basic connector plate design val ues see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- 8=1-237) 1261 3- 8=(-311) 219 • BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=1-1504) 390 8- 9=1-103) 834 8- 4=1-110) 992 WEBS: 2x9 KDDF STAND 3- 9=1-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 992 LOADING 4- 5=1-1318) 395 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1504) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 33 TOTAL LOAD= 92.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 6.00 17, M-9x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 9 ,f---.( Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 :1" 3 Tx on M 1-11 d 1 s Z 2 8 9 • 0 I M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 Jr )• b 1 7-06-03 6-11-11 7-06-03 b 1, 1, °S.tQ`E1 PR0E4 s 12-00 10-0061 o-08 22-00 0 08 �� �'�G'1N4'9 /029 =9200PE 1- JOB NAME : POLYGON 7-D - G1 i� : Scale: 0.2529 - __ - WARNINGS: GENERAL NOTES, unlessothervnse noted: • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Nfor an individual s OREGON t? Truss: G1 and Warnings before construction commences. budding component.Applicability of design parameters end proper 7I L 2.2x4 compression web bracing must be installed whore shown r, incorporation of component is the responsibility of the building designer. j q 4)O 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at O 14 is the responsibility of the mentor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 4/4/2018 the overall structure is the responsibility of the buildingdesigner. x Imps continuous sheathinginlater l bracings plywood requirediwrrane s rewandnr drywall(BC). M�i R%t.'- P ty p 3.2z Impact bridging or lateral where shown e 0 (` S EQ.: K 4 4 5 7 3 5 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss e is theused presponsibility renon-corrosive a environment,ctor. fasteners are complete and at no time should any loads greater than5.Design ren assumes design meat be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.CompuTrus hes no control over end assumes no responsibility for the 6.Desgn assumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment sn as smemaeBallmiaanssetloohby e7.Pnecessary. tes shall lcaedpon drainage trusised. April 9,2018 6.This design is famished subject to the limitations set forth by e.Plates be located on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-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 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16975 LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 29.0" 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=15ft, 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1' 12 IIM-4x4 12 6.00 Q 6.00 3 III 2 m 0 I11 1 f1 l 0 M-3x5(S) M-3x4 M-3x4 ), osy 12-00 22 00 10-00 ���Ep PROF�`e�' tcr�� 4NNF9 .o�� Ct 89200PEGIEr JOB NAME : POLYGON 7—D — GGE 411' 1�— . � Scale: 0.3904 __ l�—� WARNINGS: GENERAL NOTES, unless otherwise noted: O Ct 1Builder 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 -g_ OREGON t . 14 Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 0� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 9 y y A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced Throughout(hair length by 1"F ,S DATE: 4/4/2018 the overall structure Is the res onslbiof the building desi continuous sheathing such I b acng rewood uireshed here s and/or drywell(BC). � � ��{JVs p ity g goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4 4 5 7 3 5 4 4.No load should be applied to any component until alter all bribing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID•• LINK design bads be applied to any component. and are for•dry condition"of use. 6.Design assumes full beating atall supports shown.Shim orwedge g EXPIRES: 12-31-2019 • 5.CompuTrus has no control over and assumes no responsibility for the nate fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,20 1 8 8.This design is furnished subbed to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center f+ TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center hues. • 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,E512-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-5=(-82) 107 3-5=(-219) 89 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x9 KDDF STAND 3-4=(-100) 35 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: B.0" 0.0" 1'- 0.0" -78/ 388V -91/ 72H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -88/ 29V 0/ OH 1.50" 0.05 KDDF ( 625) 3'- 5.0" -29/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1-11-11 [PROVIDE FULL BEARING;Jts:5,4,6 /BOTTOM BOTTOMCHORD CHORDCHECKED LIVEFOR LOADSPACTLIVE NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 12.00 7 MAX TL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.011" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.098" 4 MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.6" Allowed = 0.072" MAX BC PANEL LL DEFL = 0.003" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.009" @ 2'- 0.5" Allowed = 0.100" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = -0.023" @ 1'- 10.9" 3 MAX HORIZ. TL DEFL = -0.029" @ 1'- 10.9" m c I� I Design conforms to main wr ndforce-resisting �I o r system and components and cladding criteria. I N Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn / 2 End vertical s) are exposed to wind, 0 Truss designed for wind loads II ,nRI in the plane of the truss only. 0 M-3x4 M- .5x3 )' l 2-05 b y y 0-08 3-05 ����° PROFFss ,,C.•? �NGINEFR /OST, 1/4-..89200PE r' JOB NAME : POLYGON 7-D - BJ1 Scale: 0.6698 'gal' • • IIIMII WARNINGS: GENERAL NOTES, unless otherwise noted: l 1.Builder and erection contractor should be advised of all Genesi Notes I.This design is based only upon the parameters shown and is for an individual -y,, OREGON �� Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper O( 2.294 compression web bracing must be instaNed where shown+, incorporotidn of component is the responsibility of the building designer. ,l 2. ` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O �)" is the responsibility of the erector.Additional permanent bracing of T o.c,and at 10'o.c.respectively unkss braced throughout their length by 14 DATE: 4/4/2018 the overall structure is the responsibility f the buildingdesigner. continuousImshgingior later l bs acing re required where s ewna drywall(BC). '1 ?R R I L'- sponsi Nty o 3.20 Impact bodging or lateral bracing d she t shown and/or d S EQ.: 1(4457355 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. andarero"drycondition"arose. 5.CompuTrus has no control over and assumes no responsibility for Me 6.Desiign assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and instaNation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shal be located on both faces of Imes,and placed so their center Ap ri 19,2 18 TPI/WrCA in 0151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MTek USA,Ino./CompuTnls Software 7.6.8(IL)-E 10.For basic connector plate design values see E5R-1311,E512-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-154) 87 3-4=( -44) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 6.7" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 253V -56/ 155H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 5.0" -133/ 148V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,3 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9 -/ MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 12 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056" 12.00 MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.079" 3 MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" • SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 1 MAX HORIZ. LL DEFL = -0.001" 8 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" 8 3'- 4.3" Design conforms to main windforce-resisting d, system and components and cladding criteria. H d, Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e, load duration factor=l.6, Truss designed for wind loads , in the plane of the truss only. ol O in r� ,,/- 1100030. -, O 1 M-3x4 J' J' y b 0-08 3-05 0-06-11 .�, PRoFFs �C?�coc::: S/02 vt-- JOB NAME : POLYGON 7-D - BJ2 Scale: 0.5805 'a �� � WARNINGS: GENERAL NOTES, unless otherwise noted'. C3 4.- 1. 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 y OREGON <</ Truss: BJ2 and Ws minebefore construction commences. building component.Applicability of design parameters and proper Aa /� 2.2x4 compression web bracing must be installed where shown 4. 4.- incorporation of component is the responsibility of the building designer. �/ �1 �ON `N ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at O .y 14, A s ii- is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively unless brad throughout their length by 't is DATE: 4/4/2018 the overall structure is the responsibility f the building designer. 20 ntinuous sheathing such es acing replywood aired sheathing(TC)ovmand/a drywall(BC). ,ems YV't p RY o g gacin 3.Installation n Impact bridging or lateral bracing required of the where shown t v �a..e ��. SEQ.: K4 4 5 7 3 5 6 4.No load should be applied to any component until after act bracing and 4.Ins allat on of truss is me responsibility of the respective contractor. ,1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition"or etuse.al 5.CompuTrus hes no control over and assumes no responsibility for thenece8.Design assumes full bearing at all supports shovel.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ssery py T.Pltesassumes adequate oth age is truss, provided. April 9,2018 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of buss,end placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sbe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see EB5-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-300) 249 3-9=( -76) 51 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 299V -88/ 2091i 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 9.3" -194/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -52/ 73V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" /12.00 MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.925" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ITruss designed for wind loads oin the plane of the truss only.oNO y y b l ��Ep PR pFEss � 0-08 3-05 2-06-11 Nc; ��� ANG'NFr9 /O29 89200PE c' JOB NAME : POLYGON 7-D - BJ3AO- j Scale: 0.9560 - WARNINGS: GENERAL NOTES, unless otherwise noted: /13 cr t.Bulkier 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 OREGON Jo Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper �t 2.2c4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Gi0 Y 14 , ^ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout weir length by V 4/4/2018 the overall structure is the responsibility of the buildingdesigner. 2Impact mn a t g gioor such l bs plywood ruiied rnrare s and/or drywell(BC). p ry3.20 I p M bridging lateral bracing r q'red where shown++ �'IMO- DATE:SEQ. : 5144 5 7 3 5 7 4.No load should be applied to any component until after all bracing and 4.Installation of trusshussehe s areeto bebulity of sed In a non-corNe rosive environment,or. fasteners are complete and at no brae should any loads greater than Design assumes TRANS I D: LINK design bads be applied to any component. O.Detl are for condition" ut ail supports shown.shim or we d 5.CompuTrus has no control over and assumes no responsibility for the assumes bearing ppo wedge EXPIRES: 12-31-2019 necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 9,20 18 8.This design is furnished subject to thehe limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center I+ TPNMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTruus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. • 2-3=(-436) 346 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -44) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 8.0" 6.7" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -10/ 231V -115/ 286H 5.50" 0.37 KDDF ( 625) 3'- 2.2" 0/ 31V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -264/ 325V 0/ OH 1.50" 0.92 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 5.0" -144/ 179V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,9 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.056" MAX TL DEFL = -0.000" @ 7'- 11.7" Allowed = 0.074" MAX TC PANEL LL DEFL = 0.005" @ 2'- 2.7" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.006" @ 2'- 9.0" Allowed = 0.425" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 7'- 4.3" 12.00 MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, I Truss designed for wind loads m in the plane of the truss only. M O I //// uI ►60 ), ), ), y ���ED PROF SA1 0-08 3-05 4-06-11 co �,N ,.' ‘GINEF•i /g2� :9200PE <' JOB NAME : POLYGON 7-D - BJ4 / Scale: 0.3819 t - WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 -y OREGON 4/ Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/� a 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responclbllfty of the building designer. �, -/tJ 2,°N "\''�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 14 ie Me responsibility of the erector.Additional permanent bracing of 7 u.c,and at 10 o.c.respectively unless braced throughout their length by 1 �.v DATE: 4/4/2018 the overall structure is the responsibility I the building deli continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). NV pons ty o g gner. 3.2s Impact bridging or lateral bracing required where shown++ �� 1 SEQ.: K4 4 5 7 3 5 8 4.No Toad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and are for tlry condition"duse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge P EXPIRES: 12-31-2019 • mm fabrication,handling,shipment and installation of components. ssery. p°"B" 7.Design assumes adequate drainage is provided. April 9,2018 8.This design Is furnished subject to me limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ina./CotnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 656-1111,ESR-1988(MITea) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-20) 88 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -23/ 223V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 10.9" -179/ 180V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.007" @ 3'- 6.6" Allowed = 0.354" 1-11-11 MAX BC PANEL IL DEFL = -0.059" @ 9'- 9.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12.00 V Design conforms to main windforce-resisting system and components and cladding criteria. 000/ '1 Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m. sro NcoO in I 0 M-3x4 I. y b y 0-08 8-00 .<<, 0O PROFEss �� GINEER /02 4' -.89200PE 9r JOB NAME : POLYGON 7-D - J1 Scale: 0.5930 411.4 .• :; -----1. WARNINGS: GENERAL NOTES, unless otherwise noted: Ii it 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual ' 4,OREGON �� Truss: J1 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. ,I 2 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced al 10 j 1 A N is me responsibility of the erector.Additional permanent bracing of c o.c.and at 1Q o.c.respectively unless braced throughout their length by �/ Y DATE: 4/4/2018 the overall structure is the responsibility f 1M building designer. continuous sheathing such as plywood sheathing(TC)anNor tlrywall(BC). �n P ty o e a 3.2x Impact bridging or lateral bracing required where shown.. ` 1M SEQ.: K4457359 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loadsbe applied to any component. and are kr"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Deescoigsncoaawmealulbea^ng at alsupports ahown.Bmmarwedge if EXPIRES: 12-31-2019 7 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ap ri 19,20 11 8 6.This design A furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPIIVICA in BCS',copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate We 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) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 29.0" O.C. 2-3=(-84) 113 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: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 309V -58/ 145H 5.50" 0.99 KDDF ( 625) 3'- 10.9" -202/ 183V 0/ OH 1.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LPROVIDE FULL BEARING;Jts:2,3,4 I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3-11-11 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 1' 4' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.026" @ 3'- 6.6" Allowed = 0.359" -/ MAX TC PANEL TL DEFL = -0.046" @ 2'- 2.3" Allowed = 0.503" 12 MAX BC PANEL TL DEFL = -0.082" @ 4'- 1.4" Allowed = 0.472" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS �I MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Mi Truss designed for wind loads o in the plane of the truss only. c • en f O r 1 i 304 M-3x4 1 b y 0-08 8-00 ��Ep PR OFFS ,• � �N-IN EFI? C)s 89200PE vC JOB NAME : POLYGON 7-D - J2 Scale: 0.5555 WARNINGS: GENERAL NOTES, unless otherwise noted' Q Builder and erection contractor shouts be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -yG ,�OREGON �, �.,,.q- 1. Truss: J2and Warnings before construction commences, building component.Applicability of design parameters and proper 2.254 compression web bracing mull be installed where shown+, incorporation of component is the responsibility of the building designer. 2�\ �� 3.Additional temporary Dating to insure Na citify during construction 2.Design assumes the top and bottom chorda to be lateragy braced at A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 101 o.c,re ebbe!unless braced throughout their len gm by /O 14 s iii DATE: 4/4/2018 the overall structure Is the responsibility of the builtling designer. continuous sheathing such as plywood sheeming(TC)endlor drywall(BC). 3.2a Impact bridging or lateral bracing required where shown++ i::1 O, SEQ.: K4457360 4.No bad should be applied to any component until alter al bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonconoNve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry conaglon•of guse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefinnecessag et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment (�r� .t p and installation of components. 7.Design assumes adequate drainage is provided. April 9,2 0 1 8 H.This design N furnished subject to the limitations set forth by H.Plates shag be located on both faces of truss,and placed so their center TP WJrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs ideate sue of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=10) 0 • • BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-148) 154 • • TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -20/ 377V -88/ 208H 5.50" 0.60 KDDF ( 625) 5'- 10.9" -195/ 220V 0/ OH 1.50" 0.35 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. (PROVIDE FULL BEARING;Jts:2,3,4 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1' .1 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" I MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" al MAX TC PANEL LL DEFL = 0.299" @ 3'- 2.0" Allowed - 0.524" MAX BC PANEL TL DEFL = -0.192" @ 4'- 1.4" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 12.00 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. io o /- Jr I 1 ► 032:44 0 M-3x4 , J' y y ,c , 61.0 PROP 0-08 8-00 41 ct _92 0 9r JOB NAME : POLYGON 7-D - J3 Scale: 0.4590 ...e. WARNINGS: GENERAL NOTES, unless otherwise noted: /0 lir 1.Builder and s beton contractor should be advised of all General Notes 1.This design is based only upon the perametere shown and is for an individual -y, 41 OREGON a� �tti. Truss: J3 and Warnings before construction commences. building component ApplicobOty of design parameters and proper A yl 2.2t4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of me building designer. �O` �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be latently braced at /O 9Y 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by /� Y DATE: 4/4/2018 the overall structure is the responsibility f the building deli continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). _Ai `�R RIO- SEQ.: I O- sponsi ry o g goer. 3.2x Impact bridging or latest bating required where shown++ SEQ.: K4457361 4.No load should be applied to any componentuntil after all bracing and 4.Installation oftru sisthhearo responsibility fthe in h e con respective sofa. s e fasteners are complete and at no time should any bads greater Man Design assumes design beds be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTashas nocontrol over and assumes noresponsibility orihe 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary fabrication,handling,shipment and instalabon of components. 7.Design assumes adequate drainage is provided. 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ap ri 19,2018 TPIW1 CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IncJColnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 53 2-5=(-177) 185 3-5=(-267) 255 BC: 2x9 KDDF#1&BTA SPACED 29.0" O.C. 2-3=(-267) 125 WEBS: 2x9 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -93/ 939V -118/ 276H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -87/ 290V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -88/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,9 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 7-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" f fMAX TC PANEL LL DEFL = 0.015" @ 6'- 2.7" Allowed = 0.350" 4 MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS li MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 Wind: 190 mph, h=23.2ft, TCDL=9.2,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. M-1.5x3 3 1 4 0 . Alli 1\IIIIILci. co rn I in 1 - p...-,..--,5 - o M-3x4 M-1.5x3 • J, y y ���ED PRpFFss 0-08 8-00 �� �NGINEF9 /02 �' :9200PE Yr" JOB NAME : POLYGON 7-D - J4 scale: 0.3586 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 -y OREGON Zz/ Truss: J4 and Wamin s before construction commences. building component.Applicability of design parameters and proper a 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of me building designer. G/ �1J �O\N �� 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at O �7 r 14, A s 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 '# continuoussheathing such asplywood aired sheathing(TC)s and/or tlrywall(BC). L DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bodging or lateral bracing required where shown++ ��_/II SEQ. : K4 4 5 7 3 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, R TRANS ID' LINK design toads be applied to any component, and are for"dry condition'. t t 5.CampuTrus has no control over and assumes no responsibility for Me necessa6.Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, �1 .I p g,edismentaotlle llmitatonsfco foilhyls. 7.DesignassumesbesaEed on both is trusise April 9,GO18 6.This design is furnished subject to the limitations set loch by B.Plates shall be located on both faces of truss,and placed so their center p TPIIWrCA in Blot,copies of which will be furnished upon request. lines nide with joint center Ines. 9.Digits indicate she of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(IL)-E t0.For basic connector plate design values see ESR-7317,ESR-7966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-158) 183 3-6=(-263) 227 BC: 2x9 KDDF #18915 SPACED 29.0" O.C. 2-3=(-397) 125 WEBS: 2x9 KDDF STAND 3-4=(-327) 125 LOADING 4-5=(-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -93/ 909V -137/ 381H 5.50" 0.65 KDDF ( 625) 7'- 9.5" -64/ 232V 0/ OH 5.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -326/ 908V 0/ OH 1.50" 0.52 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,6,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 -0' MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL DEFL = -0.044" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028" @ 6'- 8.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" i 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x5 0 3 "+ to oAlia\ N ,, O M-3x9 M-1.5x3 ��EO PROFFS 0-08 8-00 y 1-11-11 y ��' �GNGINE�cR x'/02 �' .„..89200PE -9I JOB NAME : POLYGON 7-D - J5 Scale: 0.3118 WARNINGS: GENERAL NOTES, unless otherwise noted: f! Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and a far an individual -yG "�OREGON w d� Truss: J5 and warnings before contraction commences. building component. incorporatApplicabilityApplicabilityof design parameters and proper Ix 2.214 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building tlesigner. �� 3.Additional temporary bracing to incurs stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at /O lk 4 �O 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 or later as alywg dresheathing(TC)airewres andlor drywetl(BC). RIO- SEQ.:DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'igen K 4 4 5 7 3 6 3 a.No load should be applied to any component until after al bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. andaeror^drycondiuon or use. 5.CompuTrus has no control over and assumes no responsibility for the necessary. 8 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ( Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April .710 18 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p� TPIM/1CA in BCSI,copies of which will be tumished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,E512-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-148) 173 3-6=(-249) 213 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-4=(-378) 313 LOADING 4-5-(-124) 88 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -36/ 420V -180/ 423H 5.50" 0.67 KDDF ( 625) 7'- 9.5" -87/ 223V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -260/ 333V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 11.7" -94/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,9,5 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. .f ,f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 6 -I MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.343" ' MAX BC PANEL TL DEFL = -0.105" @ 4'- 1.5" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 P load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m 0 1 N M-3x5 ~ 3 4�y Alli M O 1 'ill` rid N o M-3x4 M-1.5x3 '6 �(�cO PROFFss ), ), ), y ,54NG�NEFgio 0-08 8-00 3-11-11 'NT ?I 89200PE 9T JOB NAME : POLYGON 7-D - J6if . Scale: 0.2678 Z.- WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and is for an individual 7, / OREGON OL ��� Truss: J6 and Wamings before construction commences. building component.Applicability of design parameters and proper �[, 2.2x4 compression web biasing must be installed where shown.. incorporation of component is me responsibility of the buildirg designer. 2�� �� 3.Additional temporary basing to insure stability during construction 2.Design assumes me top and bottom chords to be latealy biased at �O Y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 17 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/4/2018 me overall structure is the responsibilityof the building designer. 3.2x Impact bridging or lateral ba � � �� sing required where shown e. SEQ.: K4 4 5 7 3 6 4 4.No load should be applied to any component until after all biasing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are kr dry conditionDiose. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et al supports shown.Shim or wedge B EXPIRES: 12-31-2019 fabrication,handling, necessary. shipment and installation of components. .Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set font by B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sice of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-19BS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-150) 176 3-6=(-259) 216 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-32B) 296 WEBS: 2x9 KDDF STAND 3-4=(-30B) 256 LOADING 9-5=( -89) 62 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: B.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -38/ 923V -165/ 386H 5.50" 0.68 KDDF ( 625) 7'- 9.5" -87/ 227V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -220/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 0.0" -65/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,9,5 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 11-00 1' ,r VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.019" @ 1'- 11.2" Allowed = 0.343" Ii( MAX BC PANEL TL DEFL = -0.105" @ 9'- 1.5" Allowed = 0.972" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 10'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 10'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 ,l Wind: 190 mph, h=24.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12.00 ' (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. r"1 O I N O M-3x5 .,-1 M o lf<w N p 1 ------ --6 M-3x4 M-1.5x3 ��d�� PROFFss l b b b \cj `v..-IN lE.$."1.;. lV�O 0-08 8-00 3-00 v 4. ,......"4.1,C../ 922 s O -9I JOB NAME : POLYGON 7-D - J7 /� Scale: 0.2861 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon Me parameters shown and is bran individual -yG 4"OREGON OI �toQ Truss: J7 and Warnings before Construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. 2°)\ j\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom dards to be aterally braced at VV is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by /O 4 ss 1 DATE: 4/4/2018 the overall structure is the rensibih of the building designer. continuous sheathing oor such as plywood aired sheathing(TC)s ownand/+drywell(BC). SFR R 1 s.' apo ty 9 %i9^e 3.2s Impact bridging lateral bracing required where shown++ S EQ.: K4457365 4.No load should be applied to any cemponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and M no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition"of use. S.CompuTms has no control over end assumes no responsibility kr the necessary. 8 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April I�ri 19,20 18 8.This design is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of tmss,and placed so their center h' TPUWICA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCOrnpuTrus Software 7.6.8(1 L)E to.For bask connector plate design values see ESR-1311,ESR-7958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-72) 116 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-93) 148 5-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-4=( -21) 34 3-7=(-163) 103 2x4 KDDF #1&BTR 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) 0'- 0.0" -15/ 339V -58/ 145H 5.50" 0.54 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -143/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) 8'- 0.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 -/ MAX LL DEFL = 0.008" @ 2'- 9.2" Allowed = 0.170" 12 MAX TL DEFL = -0.009" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12.00 7 I MAX BC PANEL TL DEFL = -0.023" @ 5'- 0.2" Allowed = 0.290" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 3 MAX HORIZ. LL DEFL = -0.012" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.014" @ 7'- 7.6" • `. ,o Design conforms to main windforce-resisting system and components and cladding criteria. rn j Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. III c.-IIIIIIIIIIIIIIIIIIIIII,AJ.•7 -/ I �- o M-1.5x3 w, r� I 1 0 1 ► M6-3x4 0 M-3x4 M-3x5 1 Jr I, 2-09-04 5-02-12 Jr Y Jr I' 0-08 2-11 8-00 5-01 '\(�NG EF ss/o cl9 2 ,4 :9200PE _T JOB NAME : POLYGON 7-D - J8 Scale: 0.5305 ' .00:-.0"": WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an individual -�G OREGON tL Truss: a and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of Me building designer. A .0 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at <0 •y 14 2 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 Y ,/a. DATE: 4/4/2018 the overall structure is the responsibility of building designer. continuous sheathing or such as plywood re aired where s and/or•drywan(eq. `I� san ty 94.In Impact bridging or lateral bracing fay of the where tivewo t a �� �� SEQ.: K4457366 4.Noesarelc mbe leeientoonocomponentuntyloadslleaeirthand 4.Designentos oftestrisles re to be used therespectivecennviron fasteners are complete and at no time should any loads greater than 5. assumes trusses are to be In a non<orroaive environment, TRANS ID• LINK design loads be applied to any component. and Design assumes "dry condition"or use. 5.CompuTtushasnocontroloverandassumesnoresponsibilityforthe 8.D� ssumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, necessary isshipment to installation s components.yts. 7.Designsabet assumes adequate to hdrainage is provided. April 9,201 8 e.This design is furnished subject to the limitations set forth by S.Plates shad be located on both feces of truss,and placed so their center f+ TPIIWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0•• IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-121) 185 6-5=( 0) 23 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-284) 93 5-7=(-156) 236 5-3=( 0) 71 WEBS: 2x9 KDDF STAND; 3-9=( -87) 73 3-7=(-261) 172 2x4 KDDF #1&BTR 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) 0•- 0.0" -26/ 391V -88/ 209H 5.50" 0.63 KDDF ( 625) OVERHANGS: 8.0" 0.0•• LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -139/ 129V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -18/ 157V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,9,7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 -/ MAX LL DEFL = 0.012" @ 2'- 9.2" Allowed = 0.270" MAX TL DEFL = -0.015" @ 2'- 9.2" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" ° MAX TL DEFL = 0.000. @ 0'- 0.0" Allowed = 0.105" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" cn 12.00 7 MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. M-9X6 Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, �� N Truss designed for wind loads in the plane of the truss only. N _ �', r- M-1.5x3 0 1 M3x4 0 M-3x9 M-3x5 y 1 b 2-09-04 5-02-12 yy y y 5pROFs0-08 2-11 8-00 5-01 4NGINFF�9 so 2� 9J4 :9200PE x JOB NAME : POLYGON 7-D - J9 I�� : Scale: 0.4181 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised oral!General Notes 1.This design Is based only upon the parameters shorn and for individual 7 47 OREGON be, �� • Truss: J9 dWarnings before constmdon commences building component.Applicability of tlesign parameters and ppe • 2 2a4 pression web bracing must be installed where shown+ incorporation of component is the responsibilityIidof the building designer. 2� ` • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced t <Q Y 1 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 �'F continuous sheathing sten as plywood sheat where s and/or tlrywall(BC). MFR R%'. DATE: 4/4/2018 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ (\ S EQ.: K4 4 5 7 3 67 4.No bad should be applied t0 any component until after al braang and 4.Installation dimes is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry wndnio of use. 5.CompuTms nes no control over and assumes no responsibility for the 6 necessary. Design a assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isruss . April 9,2018 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, ,and placed so their center TPIMRCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-215) 271 6-5=( 0) 23 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-354) 75 5-7=(-276) 345 5-3=( 0) 71 WEBS: 2x4 KDDF STAND; 3-9=(-158) 118 3-7=(-382) 305 2x9 KDDF #1&BTR 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. DON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -99/ 431V -118/ 276H 5.50" 0.69 KDDF ( 625) OVERHANGS: 8.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -56/ 202V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -119/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,7,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T 'f MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 -f MAX LL DEFL = 0.020" @ 2'- 9.2" Allowed = 0.354" MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.472" ii SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.032" @ 7'- 7.6" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads of in the plane of the truss only. m 0 I M-4x6 r 3 1 ININMIMMEMMEMMEMMEMMIIMMINO N ff,ini t- M-1.5x3 o o Mb3x9 M-3x4 M-3x5 y y y 2-09-04 5-02-12 stO PROFF 0-08y 2-11 y 8-00 5-01 y ����, GI' E€, x/02 :9200PE 9f' JOB NAME : POLYGON 7-D - J10 �. Scale: 0,3456 WARNINGS: GENERAL NOTES, unless otherwise noted: 10 1.Builder and erection contractor shoub be advised of all General Notes I.This design le based only upon the parameters shown and is for an individual "�OREGON b �Zl Truss: J10 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. 20 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /10 9 Y 1 A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout(hair length by 1"F DATE: 4/4/2018 the overall structure is the responsibility /the building desi continuous sheathing such es plywood aired here s and/or tlrywell(BC). ���R10-• L- spoei ty a g goer. 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K4 4 5 7 3 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of bus is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conodve environment, TRANS ID• LINK design loads be applied m any component. and are for condition'of use. 5.CompuTros hes no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports Mown.Shim or wedge if EXPIRES: 12-31-2019 mm febrkabon,handling,shipment and instalation of components. ssary. 8.This design furnished sub ct to the limitations set forth by7.Design assumes adequate drainage is provided. April 9'^O.1 p 9n is R 8.Plates shall be located on both faces of truss,and placed so their center L I V TPVWrCA in BIB,copies of which will be furnished upon request. lees coincide with joint center lines. 9.Digits indicate size of plate In inches. MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For baric connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-7=(-207) 271 7-6=1 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-359) 75 6-B=(-265) 395 6-3=1 0) 71 WEBS: 2x9 KDDF STAND; 3-9=(-199) 118 3-8=1-382) 293 2x9 KDDF #1813TR A LOADING 4-5=( -43) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 6.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 929V -129/ 305H 5.50" 0.69 KDDF ( 625) 7'- 7.6" -57/ 202V 0/ OH 5.50" 0.32 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -171/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPI PROVIDE FULL BEARING;Jts:2,8,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4' 4 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.019" @ 2'- 9.2" Allowed = 0.354" 4 MAX TL DEFL = -0.021" @ 2'- 9.2" Allowed = 0.472" MAX LL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.054" it MAX TL DEFL = -0.000" @ 8'- 6.5" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORI2. LL DEFL = -0.030" @ 7'- 7.6" MAX HORI2. TL DEFL = 0.032" @ 7'- 7.6" 12 12.00 P7 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 190 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads co in the plane of the truss only. M-4x6 r AIMIIIIIIIIIIII _ v> -m M-1.5x3 o 1 1 M23x4 to . o M-3x9 M-3x5 2-09-04 5-02-12 l b 1 l t i1/40 PROpFS 0-08 2-11 5-07-08 y 8-00 0-06-08 �5� 0NGINEF9 sjO�9 4 -92 OP JOB NAME : POLYGON 7-D - J11 Scale: 0.3137 WARNINGS: GENERAL NOTES, unless otherwise noted: tri -7.4. J'� Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onN upon the parameters shown and is for an individual f OREGON 40 Truss: J11 and Warnings before construction commences. budding component.Applicability of design parameters and proper (� OI 2.204 compression web bradng must be inatalkd where shown+. Incorporation of component is the responsibility of the building designer. 'l 2. ' �� 3.Additional temporary bracing to insure stability during construction 2.Design and at t O the top and bottom chords to be laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of T o.c, at 10'o.c.respectiveN unless braced throughout their length by /O f /1 DATE: 9/9/2018 the overall structure is the responsibility f the buildin desi continuous sheathing such as acing replywood aired sheathing(TC)end/or drywell(BC). MFR R l I�YYf o g goer. 3.2x Impact bridging or lateral bracing required where shown++ ��-!!! SEQ.: K4457369 4.No load should be applied to any component until after all bracing and 4.IIntallationoflrusisthe ro responsibility fthe h res<ortaeventtractonment, fasteners are complete and at no time should any loads greater than gn assumes . design loads be apples to any component. and are for"My condition'of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibility orihe 6.Design assumes full beanngatalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, - ssery g,edipmentsodhe installation components. 7.Designassumesbeloced on both iotprovided. April 9,20 18 6.This design is furnished sublecl to the limitations sal forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in BCSI,cokes of which will be furnished upon request. Ines colndde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 53 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 51 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 228V -30/ 83H 5.50" 0.36 KDDF ( 625) 1'- 9.2" -11/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -91/ 99V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.001" @ 0'- -8.0" Allowed = 0.067" f ,r MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" MAX TC PANEL TL DEFL = -0.003" @ 1'- 2.9" Allowed = 0.220" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=9.2,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. I 0 M f in0 o M-3x9 l )' y 0-08 2-00 � EPR O --s� Gs NF9 /0 �� 9� :9200PE T JOB NAME : POLYGON 7-D - SJ1 Scale: 0.6597 '` WARNINGS: GENERAL NOTES, unless otherwise noted: i Cr 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 7144'. G 4,OREGON t �4/ Truss: SJ1 and Vvamings before construction commences. buid'mg component.Applicability of design parameters and proper 2.2x4compression web bracing must be installed where shown.. incorporation o1 component is the responsibility of Me building designer. 24\ �� 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chortle to be laterally braced at A 'V is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at t d o.c.respectively unless braced throughout their length by /O 4 f DATE: 4/4/2018 Iha overall structure is the responsibility f the building tles continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A^� �� sponsi ty o g goer. 3.2a Impact bridging or lateral bracing required where shown.. -I C+. SEQ.: K4457370 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilrn of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 6.Desi rullbea n tanag ds shoed.Shim or wedge r 5.CompuTrus has no control over and assumes no responsibility for the 9n assumes bearing supports gei EXPIRES: 12-31-2019 necessary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA in 8101,copies of which will be furnished upon request. lines coincide with jolt center lines. • 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see EOR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 e TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=)0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-109) 94 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: B.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -31/ 252V -58/ 145H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL - -0.000" @ 0'- -8.0" Allowed = 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS i MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,r load duration factor=l.6, ii Truss designed for wind loads in the plane of the truss only. o M,_ 0 oiN 4 -1 0 1 M-3x4 ; Jo . )' 0-08 2-00 1-1i-11 �`��`�� PRo1 ANGIN,EFR /p 2 �' :9200PE �% JOB NAME : POLYGON 7-D - SJ2 ,giP00.11 �/ Scale: 0.5805 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 11.r J1 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 OREGON 4/ Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ Ix 2.but cent b brasin t be installed where shown•. incoryorotion of component is the responsibility of the building designer. {"'^ '1)' �{�� pression we g mus 2.Desi me to d bottom chords to be lateral braced at /O 1 r 14 V 3.Additional temporary bracing to insure stability during construction 9n assumes p an y 't is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at la o.c.respectively unless braced throughout their length by � 1 DATE: 4/4/2018 the overall structure is the re bili of building designer. 2x Imuousridgingi or later)ch bating reuiredwHTC)and/ordrywall(8C). � RR'�'" gtor. ty o g ging 3.2a Impact bridging or lateral bracing required where shaven SEQ.: K4 4 5 7 3 71 4.No bad should be applied to any component until after al biasing and 4.5. a Installation of truss trussehs are Po bebulity of the sed in a novo rtive contractor.etoment, fasteners are complete and at no lime should any loads greater thanDesign design beds be applied to any component. and are for"dry condition"of use. TRANS ID: LINK S.CampuTmshas nocontrol over and assumes noresponsibility or the necessary. 6 Dassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 Y. fabdcelion,handling,shipment and helimitations of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall Ise located on both faces of truss,and placed so their center p' . TPI N TCA in BCSI,copies of sbich will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. _- MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HOAX BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 237V -88/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" �) SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o leo o /- u7 I�- 0 M-3x4 1 l y l 0-08 2-00 3-11-11 ��Ep PROFFss , z 0:4GINEF9 /22 920 -9X JOB NAME : POLYGON 7-D - SJ3 Scale: 0.4560 ' WARNINGS: GENERAL NOTES, unless otherwise noted Q CC- I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is bran individual tA Truss: SJ3 and Warnings before construction commences, bolding component.Applicability of design parameters and proper "Pi 4" �9Y �oA "4/' [V 2.2c4 compression web bradng must be Installed where shown 4. incorporation of component is the responsibility of the Wilding designer. ` '` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at A is me responsibility of the erecter.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced throughout their length by 1`�a ^ DATE: 4/4/2018 the overall structure is the responsibility of the building designer. continuous sheathing oor such l b plywood required et where and/or tlrywell(BC). NV NY 9 3.2s Impact of truss g lateral bracing required where shown•contractor.a eR R'L� SEQ.: K4957372 4.Nobedsarelcbeleteanfoanycomponentuntyafterallbreert antl 5.Designas ofestrisesresponsibilityoftherespectivenviron fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 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 EXPIRES: 12-31-2019 - necefabrication,handling,shipmentsuety. jectto instalatbnofcomponents. 7.Design assumes adequate drainage is provided. April 9,2018 • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNNTCA in BCS',copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s0e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1317,ESR-7986(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 252V -58/ 145H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -25/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 11.7" -87/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jt s:2,9,3 I li BOTTOM CHORD CHECKED FOR 105SF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 3 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12.00 ' SEASONED LUMBER IN DRY SERVICE CONDITIONS ' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. oo ul o110=-911- 4 -1 0 I M-3x4 b b ), b 0-08 2-00 1-11-11 ���0° PROFess �,c� �NC,INE�cR /02-9< 89200PE JOB NAME : POLYGON 7-D - SJ4 Scale: 0.5805 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 OREGON to Truss: S J4 and Warnings before construction commences. budding 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. �{ 3.Additional temporary bracing to insure stability during construction 2.Deagn assumes me top and bottom chords to be laterally braced at "f1�• 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 /O f O/s DATE: 4/4/2018 the overall structure is the responsibility f the building designer. continuous sheathing such as plywoodcire ase d where)ownand/ drywall(8C). �/V1 ponsi ty o g goer. 3.2x Impact bridging or lateral bracing required where shown++ E44 R R'�� SEQ.: K4 4 5 7 3 7 3 4.No load should be applied to any component until after all bracing and 4.5. llation of trusssusses are bebulity of sed inhenon<onolvsi contractor. env Doman, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.compnTms has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. scary. .Pe Plates shall assumes adequate ne othifage is truss, d.an April 9,2018 6.This design is furnished subject to the limitations set forth by e.Plates shag be located on both faces of truss,end placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request lines colndde with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-167) 136 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 237V -88/ 208H 5.50" 0.38 KDDF ( 625) 1'- 9.2" -109/ 178V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -129/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING:Jts:2,4,3 I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS r7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o f I�- o ►� 4�� -/ 0 M-3x9 y y ' y 'SS'e iktO PRO t 0-08 2-00 3-11-11 0GINEF / ,� 9 �9� :9200PE r JOB NAME : POLYGON 7-D - SJ5 ,L i ._ • Scale: 0.4560 WARNINGS: GENERAL NOTES, unless otherwise noted'. Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm and is for an individual N Truss: SJ5 and Warnings before construdbncommences. building component.Applicability of design parameters and proper �i A_OREGON 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsiGlity of the building designer. 4� -Y�A 3.Additional temporary bracing to insure Lability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at ' I y 14 S 19- continuous � is the responsibility of the erector.Additional permanent bracing or 2'o.c.and L 10'o.c.reapedivey tikes braced throughout their length by V DATE: 4/9/2018 the overall structure is the responsibility of the building designer. co Min acus sheathing oor etch t b p ing re aired sheathing(TC)showand/orn drywall(BC). MFR R 1 L� spo ty 9 9ner. 3.2a Impact bridging lateral brad^g rd she required where shown • SEQ.: K9 9 5 7 3 7 9 4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment, TRANS ID• LINK design mads be applied to any component and are for dry condition'.or use. 5.CampuTius has no control over and esumes no responsibility far the 6.Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES: 12-31-2019 ssery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,201$ 6.This design M furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP9WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ' 9.Digits indicate size of plate in inches. MTek USA,lecJCompuTrus Software 7.6.8(IL)-E 10.For bask 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 5'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-36) 48 3-5=(-184) 136 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -59/ 335V -24/ 70H 5.50" 0.54 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.6" Allowed = 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.063" @ 2'- 10.6" Allowed = 0.463" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 ' MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M 0 I N IIIofen 2 ��5 -, 0 M-3x4 M-1.5x3 Jr b b 5-04-04 0-05-12 Jr i' 1 0-08 5-10 �`���� PR Qp �NGINFF9 /O 2 °' 89200PE 9% JOB NAME : POLYGON 7-D - Z2 Scale: 0.5999 ,4 �� �. WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 OREGON <j// Truss: Z2 and Warnings before construction commences. buiding component.Applicability of design parameters and proper a 2.leo compression web brodng must be installed where shown+. incorporation of component is the responsibility of me building designer. G� �11 �O\N�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at 714 is the responsibility of the erector.Additional permanent bracing or T o.c.and at 10'o.c.respectively unless braced throughout Meir length by i 44 DATE: 4/4/2018 the overall structure s the responsibility of the building designer. continuoussheathingoor sucnasptywg re ivteet share shown otlrywell(Bcl. P ry 9 g 4.Installation n Impactofbridging the responsibility required respective shown �. �'`� SEQ.: K4457375 4.Noload should be iatltotnocomponentuntylead gll reater than 4.D lminsmtmtruassesaretobebusedinaanon-corrosiveenvorment, fasteners are complete and at no time should any loads greater then Design assumes TRANS ID: LINK design bads be applied to any component. 6.Desand ign assumes beads rutaisu ds shown.Shim r 6.eompurrus has no control over and assumes no responsibility formenece>_ g a supports wedge EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 9,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINtTCA in BCSI,copes of which will be fueished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CornpuTftts Software 7.6.8(IL)-E 10.For bask connector plate design values see ESR-1371,ESR-1988(Meek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-35) 48 3-5=(-186) 141 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -56/ 334V -24/ 72H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.061" @ 2'- 10.6" Allowed = 0.463" SEASONED LUMBER IN DRY SERVICE CONDITIONS f ' T 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 ' MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 4 Wind: 140 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, II Truss designed for wind loads Li in the plane of the truss only. 0 M O N I /M f o / ---c!5 M-3x4 M-1.5x3 Jr ) J 5-04-04 0-05-12 l k '' 0-08 5-10 RE) PROFF ,c, \"NGINEk-9 s/Qy :9200PE 9r JOB NAME : POLYGON 7-D - Z1 �/� Scale: 0.5944 10:111PP WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design m based only upon the parameters shown and is for an individual -�G '%OREGON t„ IQ Truss: Z1 and Warning.before construction commences. building component.Applicability of design parameters and proper 2.2a4 cumpres.lon web bracing must be installed where shown i, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and botiom 4, b to be lataralty braced at '30 9/' 14 9-°\,0‘17.1" Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y �s / continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,..//' /�� ��VV1 DATE: 4/4/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ c • SEQ.: K4 4 5 7 3 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of hum is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are far dry condnio of use. 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 EXPIRES: 12-31-2019 shipmentssery. e fabrication,handling, andinatalatbnafcomponenta. 7.Design assumes adequate donbodrainage ispruss,a. April 9,2018 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be fumished upon request. lines olndde with joint center lines. 9.Digits indicate see of plate in inches. MTek USA,InciCompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) • t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(6) 11-01-15 40 '(A0°.°%"°1°.°°° °°°°°° 14°.°°T M-5x8 12 8.49 7 $'� PROVIDE SUPPORT AT 98" O.0 M-3x6- oA AND AT END OF EXTENSION. M-3x6- y l 6-01-08 M-3x6+ M-3x6- 40 M-3x8 M O MalO '<t: 619,,P R pF�ss ; _ 9< l y l y 1-08-09 11-03-07 y JOB NAME : POLYGON 7—D — AR 19-01-07 �! Scale: 0.3678 J1 (�� WARNINGS: GENERAL NOTES, unless otherwise noted pt A_OREGON ate. �to 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 L •✓7 �O�l^�� Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and proper pression we g must incorporation of component is the responsibility of the building designer. 2.2s4 com b bracing be installed where shown+. Des © 1 4 s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschobraced to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous and at/0'o.c.respectively throughout their length by ��R I 1 DATE: 4/9/2018 the overall structure is the res onsibiNof the building designer. Ipactsheathing suchrl bs plywoodcrequired iwhere shown and/ar drywell(BC). {r p ry g 3.20 Impact bridging or lateral bracing where ++ SEQ.: K4 4 5 7 3 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosiveenvironment, EXPIRES: 12-31-2019 design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 5.compuTrushasnocontroloverandassumesnoresponsibilitytorthe 6.Design assumes full bearing al al supports shown.Shim or wedge if necessery. April 9,2018 fabrication.handling,shipment and installation of components. 7.Designlsassumes adequateboth drainage Is tuprovided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shay be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTfus Software 6.2.3(1L)-2 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 HIP CORNER RAFTER 9-08-14 FOR 3-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X9-2 DF #1613711 TOP CHORD LL + DL = 32.0 PSF 12 8.99 7 M-5x8 /1I PROVIDE SUPPORT M-3x6 - 10 M-3x6 M-3x6 M-3x8 # M-1.5X9 OR EQUAL AT NON–STRUCTURAL MEMBERS. I IIIIIIIIIIII Lo 0 I � I.._ iktfli PR 0%, y y yy y �,� 0GINEF9 `�'/0 y 1-07-02 4-08-14 2-09-14 y 4t '9200PE 9r 9-02-10 ,. /' JOB NAME : POLYGON 7—D — BR -� . 440. Scale: 0.6778 10 tr WARNINGS: GENERAL NOTES, unless otherwise noted: -j A OREGON � lti 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 ` O� Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper �a '9Y 14 2°\ 1?).2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. V� 3.Additional temporary bracing to insure stability dung construction 2.Design assumes the top and bottom chortle to be aterally Crated at `_ R10- 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 ri R 1 0` DATE: 4/5/2018 the overall structure is the responsibility of the balding designer. continuousimbridging ltehasacing requirede iet where shown) rdrywall(BC). (1 V 3.I 20 Impact bridging or th lateral bracing where shown++ SEQ.: K 4 4 5 7 3 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EM RES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and are for-dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al al supports shown.Shim or wedge if p fabrication,handling,shipment and instalIlion of components. seely. April 9,2�.I8 1 7.Design assumes adequate drainage is provided. 6.This design a famished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPWJrCA in SCSI,copies of which MII be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(10-2 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) • 6 This design prepared from computer input by PACIFIC LUMBER—BC • LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS LOADING 2X9-2 DF #1&BTR TOP CHORD LL + DL = 32.0 PSF M-3x6(S) 11-02-04 T 1' M-5x8 �1f1 12 M-3x6— 8.99 1 PROVIDE SUPPORT M-3x6+ I M-3x6- I M-3x6- I M-3x8 O �� O f �� <( Eo �aFFss <� ANG NEF� /O29 y y y 9200PE 1-07-02 11-03-12 4-02-03 y JOB NAME POLYGON 7—D — CR 17-01-01 y Z Scale: 0.9096 1:r WARNINGS: GENERAL NOTES, unless otherwise noted: .9!A OREGON N �� 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 ._ A. �y Truss: CR and Warnings before construction commences. building component.Applicability of design parameters and proper ,O y ^a 2 2 2o4 compression web bracing must be inslaUed where shown if. incorporation of component is the responsibility of the building designer. 'f Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Add Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 B o.c,respectively unless braced throughout their length by ��R 1 La continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 4/9/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown« S E K4 4 5 7 3 7 9 4.No load should be applied to any component until after aU bracing and 4.Installation of truce is the responsibility of the respective contractor. 4'' 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, EXPIRES: 12-31-2019 design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.comparrae has no control over and assumes no responsibility for the 6.Design assumes full bearing et al supports shown.Shim or wedge if fabrication,handling,shipment and installation of tom ts. awry. April 9,2018 suer soh T.Design assumes adequate o othlfac a is rusised. 6.This design is furnished subject to the limitations cel forth by 6.Plates shah be located on both/aces of truss,and placed so their center TPINJ1CA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see EBR-1311,ESR-1968(MiTek) 1 Symbols Numbering System stem A General SafetyNotes , PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/4" Center plate on joint unless x,y p Y offsets are indicated. (Drawings not to scale) Damage or Personal Injury ra� Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O A16" 4 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves lEili p may require bracing,or alternative Tor I p bracing should be considered. _ O eeed dedig shwd e -C)( 0 A � d stackNmaterialsexcethe on inadequately bracedotrusses.annev iFrp 4.3. Providevr copies of this truss signloadesign nto the n building r IIIIIpr C7-8 C6-7 CS-6 For 4 x 2 orientation,locate 1_ designer,erection supervisor,property owner and plates 0- ',A'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 ANSUTPI 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 values as specified. bytext in the bracingsection of the by AWC in the 2005/2012published NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING ...-.. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint y ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. f Min size shown is for crushing only. _-, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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. 'VIIIMi is not sufficient. BCSI: Building Component Safety Information, Tek,, 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