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Plans (56) /r,( 7-,(.6)14-op S 7, ®®® r ? 6 Cu 6:Y r4 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264 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: R45124648 thru R45124656 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. � c89782PE 2r 94OREGON 0<0 ,5 9RY 15.Jt`Q� AA U L R\ 4°P;;e: i 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 ANSUTPI 1. 1 Job Truss Truss Type (Qty Ply 1 POLYGON 845124646 PL15-264 UPPER F01 (FLOOR GIRDER 1 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MTek Industries,Inc.Fd Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3lCrPAGZnVberKOtyJvg6-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS 1 1-0-0 1 p-5-61 1 1-2-0 1 1 0-7.6 1 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 91° 2 :2L, t. 9 e 2' 21 20 19 18 17 /t... 2.a 23 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 17-7-14 18-2-14 1 14.4-4 I I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 18:0-1-8.Edaei.f19:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Weight:73 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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=-226/359,1416=-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). ,REp P R OFC LOAD CASE(S) Standard � �(N4- of 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) $g7$2PE - Vert:16-24=-8,1-15=80 Concentrated Loads(Ib) 7 OREGON �'�Tr'z yRY 1�2�JQ. PA UL EXPIRES: 12/31/2016 August 7,2015 41 READ WARNING-Verify design parameters and NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/I.7473 rev.02116/2015 BEFORE USE �' Design valid for use only with Mitek connectors.This design k 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 M iTek' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure Is the responsibility of the budding designer.For general guidance regarding Greenback Lane fabrication,quality control.storage.delnn delivery.erection and bracing.consult ANSI/TPII Quality Criteda,DSB-89 and SCSI Building Component Suite Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. rune ueayhte,r.A 65610 r Job Truss Truss Type • Ply POLYGON PL15.264_UPPER F02 Floor1 R45124649 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference O. banal 7�a+a12 - -2-0HuicuLH ID:DFkz9p3tCrPAGZnSVberKOryjvggXbO uCAek TEPM39xj1Inc.Fri 1QOZ6MZomLdf707 13:53:54 2015 1glkdygBiR Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 3x4= 1.5x3 II V—w—A=w 5 6 3x4= 1.5x3 II 7 1, YI ►� 8 I�� ' ,I Ys �� Y V r�rtiY_ t►'isl� 1 V 13 14 t1 3x4= 1.5x3 II 1.5x3 II 4x6= 10 3x6= 9 3x4= 1-1-12 1-8-12 2-3-12 __ 1 -I s 1 13-8-4 LOADING(psf) SPACING- 1_7_3 LOLL 40.0 Stes crease -3 CSI. DEFL. in (lac) I/defl Lid TCDL 10.0TC 0.55 Vert(LL) -0.1111-12 >999 480 PLATES GRIP Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 ( 0.50 Horz(TL) 0.03 9 n/a n/a Code IBC201vrp12007 (Matrix)trix) LUMBER- Weight:62 lb FT=0%F,0%E TOP CHORD 2x4 DF No.186tr(flat) BRACING- BOT CHORD 2x4 DF No.188tr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/04-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. • ..\'' O PRacts � �, 'N F9 d,02 88782P • 9,L OREGON� '.`r' R4-/'AUL �NI EXPIRES:12/31/2016 - 5 Verify hi WARNING ofendn parameters and properEAD NOTESONTHIS AND INCLUDED August Design valid for use only with MTek connectors.This desi n is based only M?IX Rs shown.o PAGEr an individual rev. bolding cBEFOREompos USE Q i we Applicability of design parameters andincorporation of cam upon parameters shown, nd'n for an.nt truss building component. is for lateral supporlmembers only.Additional temporary component rng to responsibility of building designerricon not ndesigner.Bracing shown nig • erector.Additional permanent bracing of the overall structure Is the re bracing to inof the sure ing des during construction is the res fabrication,quality control storage,delivery,erection and bracing,consultsbTANS RPO Qua11Iy Criteria,D58--8r.For 9 and BCS Bu6dfng regarding omponenlponsibillity of the Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. MI109 7777 Greenback Lane Suite 109 Job Truss Truss Type a ty Ply POLYGON R45124650 3 Floor Job Reference o.tional PL1S264_UPPER 2 1 F0 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 aDG3ygBiQ Beaverton,Oregon e 1 ID:DFkz9p3tCrPAGZnVberKOtyJv12014 xAbZWyUc51WHGFFAug07 Pacific Lumber 8 Truss Co., � � ,y5-101 �yp,, 1 1_'_.�q_-, r Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4 = 1.5x3 II 3x4 4= 1.5x3 x3 II 3x4= 1 2 3 4 6 7 8 Aimm w AwS-�ASM w A Cil I,I A k\III/ ,� km �IYWU �Y-Y��Y 13 12 11 10 3x4= 14 3x6=1.5x3 II 1.5x3 II 3x6= 354= 13-1-8 6-5-2 7-0.2 5-10-2 _. r r • - • PLATES GRIP 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATT20 GRIP SPACING- Vert(LL) -0.08 11 >999 480 LOADING(psf) TC 0.20 >999 360 TCLL 40.0 PlatesumbrIncreaseIncreas1.00 BC 0.31 Vert(TL) -0.13 9-10 TCDL 10.0 Lumber Y1.ES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:60 lb FT=0%F,0%E BRACING- TOPLUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except CHORD 2x4 DF No.1g,Blr(flal) verticals.rticals. WEBS BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD ea d rtiadirectly applied or 10-0-0 oc bracing. 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 s 250(lb) ess except hen shown. TOP CHORD(lb) 2-3= All -1740 0,3-4=1740/0,4-5=-1761/0,7 5-6=1 1739/0,6-7=-1739/0 BOT CHORD 2 144-1256/0,2-13=0/622,4-13=268/180,7-91,1142=0/1761, 0 11633 -1256/0,7 10=0 622 WEBS 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. • CEO PROFFS ¢' 89782PE r �F \ li.r h y OREGON o Q ',9 „'.AlRYAS ..,k7 'Qh' PAUL .R�� ` EXPIRES: 12/31/2016gust A ,2015 ®Design valid fordes g only withMiTek WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.07/16/2015 BEFORE USE. �• connectors. This design b based only upon parameters shown and is for an individual building component. � parameters and proper incorporation of component',responsibility of building designer-not truss designer.Bracing shown MiTek' App b for lateral aba y u design bracingto insure stability during construction is the responsibility of the is forAl support of individual web members vera Additional is temporaryComponent 7777 Greenback Lane fabrication. abri erector.Additional controlperrnaforg .bracinge eche overall structure the consult responsibility SI the building designer.SBFo-9 and guidanceig regarding 77 7 1 e Sol haInformation available from Truss fPla a Irstitutoe..781 N.Lee Street.Suite 312.Alexandria.VA 22314. OSB-89 and SCSI Building Job Truss Truss Type ill* PLI5-264_UPPER Ply 1 POLYGON F04 Floor R45124651 Parc Lumber&Truss Co., Beaverton,Oregon Job Reference O• banal ID:DFkz9p3 7.530 s Jul 11 ZnVberKOty2014 B-UeW OxZBjokyffsSGMInc.Fri Im6rTv9107 TE2015 GlylhJmplVygBiP �d tCrPAGZnVbe I 1.8-6 1 1 1-'— —�F.1=6"I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1 1.5x3 II 2 3 4 53x4= 3x4= 1.5x3 II :: 11— —f�—y 7 8 ►�M� '�� •' y leigafo tl��'1Ar � a�� r 1 0 13 12 11 10 ttY 3x4= r4 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= 7-0.14 7-7-14 8.2-14 14-4-4 LOADING(psf) SPACING- 1.7_3 LOLL 40.0 Stes crease - -3 CSI' DEFL. in floc) I/defl Lid TCDL 10.0TC 0.21 Vert(LL) -0.11 12 >999 480 PLATES GRIP Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 (Matrix) 0.39 Horz(fL) 0.03 9 n/a n/a Code IBC2012/rP12007 (Ma LUMBER- Weight:65 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. <��q PROpe. . NGINFF� cSj02 ` =997882PPEr � OREGON 0'`r' 7 9,Qkpxiiiy A5,AUL ,0rt QQ EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MIl.7473 rev.02/16/2015 BEFORE USE • Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual bind' Applicability of design parameters and proper incorporation of componentsig component. is for lateral support of individual web members is respono I nity of building designer-not truss designer.Bracing erector.Additional permanent bracing of the only.l structure Additionals temporary ream bracing to insure stability during construction is the res ng shown lal fabrication,quality control,storage,delivery,erection and bracing,consult responsibility of Quality designer.For general guidance regordingmn nty of the ff Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314a,OSB-89 and BC51 Building Component •as�109 7777 Greenback Lane Suite 109 Ply POLYGON R45124652 Job 1 Job Reference o•tional PL15-264_UPPER iill 111111111111ll11113 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 Beaverton,Oregon ID: 7.530 WJOxZ8lokyffsSGMIm6rT_I9JyEJXylh,ImpVygBiP Pacific Lumber&Tmss Co., F-----1.2-4.1---1� Scale=1:18.0 3x4= 1.5x3 II 3x4= 1.5x3 II 6 1.5x3 II 3 3x4= 1 2 4 5 PIINNMIMNIIIMMIMIMMIIMIIIIIMIMIIMNIIIMIMIIMIMIIPIIMIIIIIMIIPIININIMINNIMOMIIIMIMMMMIMIMMIMPIIIINNIIIMNIMMIMMMIMIMMIMIIIMIMA yN 11110000010111" _II1 INIB PI r. ,0 9 6 1// OM 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= &7-0 2-3-10 2-10-10 3-5.10 . r • • - •i - - �- -s- -° "- .s -• - PLATES GRIP 1-7-3 CSI DEFL. in (loc) 1/deft Ud PLATT20 GRIP LOADING 40.0(psf) SPACING- Vert(LL) -0.05 8-9 >999 480 Plates Increase 1.00 TC 0.25 Vert(TL) -0.08 7-8 >999 360 TCLL 40.0 BC 0.36 TCDL 10.0 Lumber Increase Y1.ES WB 0 22 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E BRACING- lied or 6-0-0 oc purlins, except LUMBER- TOPCHORD Structural wood sheathing directly app TOP CHORD 2x4 DF No.1g,BV(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=767/0,3-1=-989/0,4-5=-989/0 BOT CHORD 10-11.85 67 1/0,9-10=01767, �080476 8-9=0/767, a o 76 7-8=0/782 WEBS 6 NOTES- 1)Unbalanced floor live loads have been considered for this desigat'oint s 11. 2)Provide mechanical connection(by others)of truss to bearing platejoint(s)) 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. 6, ) PROFF6 . 5 G.I N bio �N 2PE 2-v $97$ 1' ili -v •REGON o' Q. q. ..4RY 15 2 ; 9kr-AULr's EXPIRES:1ti0 August 17,2015 $ , .WARNING-Verify dsign parameters and READ NOTES ON THIS AND INCLUDED UREIC RE ShERANCEown, A6 GE 1a-7473r v.0 individual BEm REUSE t• onent. Applicgn valid fof useonlyra MTek connectors.incorporatnion isbasedparameters to Insure staildnilty esignt constructions is resporacingyhfwe MiTek ppplicabiGty of design parameters and proper incorporation of component k responsb0ity of bolding designer-not tens designer Brocmg shown is erector.Alsupport of of web members onlyvenal Additional temporary 9of erectat Adquwnyl permaneor ge.dg uof ethe rec io andura ti the ronsunsib0lt A SI the buua*Criteria, SBFar 9 and CSidandi gregardingpo 7777 re Safetya^'IortnoBO^ °o°076/7 from Truss storage.delivery. Institute.781 N.Lee Street, uite 312.Aiexalru�n'a,VA 22314.'DSB-89 and SCSI Building Component 7777 Greenback Lane " IJob (Truss 'Floor Truss Type POLYGON 'CityIPIy 1 IJobReference(o(Optional PL1S264_UPPER F06 845124653 I Pacific Lumber&Truss Co., Beaverton,Oregon p ) r 7.530 s Jul 11 2014 MITek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFI¢9p31CrPAGZnVberKOlyJvgB-yA4hbHamUSspGpReg3G7e203vNzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0.9-8 1 7-3-0 I 1 17-0 i t 1-4-0 I 1-6-0 I Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 23 4 5 6 7 8 9 10 t a400444, : • a o N i'N's:1 • O , O O 1 16 15 3x4= 3x4= 3 3x4= 4 13 11 3x6= 1..55 x3 II 3x5= 3x4= 410.12 11-5-12 55-12 12 12-10.12 4-10-12 10-7-0 �0 1 Iz-31z1 I 16-102 Plate Offsets(X Y1— [7:0-1-8.Edge[ [12:0-1-8.Edae].(15.0-1-8.Edge[.[16:0-1-8.Fdge] 5-80 0-7.0 0-7.0 15--11-0 Plate LOADING(psf) SPACING- 1-7-3 CSI_ DEFL. in lac I/deft lid TCLL 40.0 Plates Increase 1.00 TC 0.64 ( ) PLATES GRIP TCDL 10.0 Vert(LL)T -0.3614-15 >8122 480 MT20 220/195 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress'nor YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. ��5q PROFFs e,5ts1 GINE �'/0,, Q 89782PE r Aug 7 OREGON o'N. 9,c,k PAUL RNs EXPIRES: 12/31/2016 e August 7,2015 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 61167473 rev.02/16/2015 BEFORE USE4 Design valid for use only with MTek connectors.This designisbased only Applicability of design parameters and upon parametersspshown,and is sof e- t truss buildingigcomponent. is for lateral suproper incorporation of component is bracing t ins of building designer-not tions designer. nsibilit shown �� erector.Additional permanent individual wecin g eof the mbers ooverall Additionalucetstthe r emporary to insure the ling designer.fy during constriction is there nce regardinify of the 00 fabrication,quality control,storage,delivery,erection and bracing,consult bSANSot1/TP 1 quality Crfleria,DSB-9e and SCSI Bneral Buuilding Component MiGrek' Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 rodm uegms,c4 girls J (Truss Type Qty Ply POLYGON R45124654I rob F07 Floor I11 I Job Reference(optional) 1Truss 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug07 13:53:58 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP,yuz0g0nnEBGYKrz?RiDBEU?ottOygBiN I 1-9-14 11 1-7-0 1 1 0.8-14 1 1 2-6-0 I Scale=1:17.6 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 6 3 3x4= 4 5 1 2 L o e 11 70 98 411* 1.5x3 II 1.5x3 II 3x6= 3x4 Ale.. 3x4= 2-0-14 2-7-14 3-2-149-4-4 I Crt-6 9-11.14 I 0.7-0 I I 0-7-0 Plate Offsets 0(.Y1— f7:0-1-8.Fdael.f3:0-1-8.Fdael i LOADING(psf)40.0 SPACING- 1-7-3 CSI. DEFL, in (loc) Udefl Lid PLATES GRIP TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCLL 40.0 PlatesumbIncrease 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 TCLL 10.0 Lumber IncreaseIncrYES1.E0 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress Incl WB 0.22 Weight:43 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF No.1&Btr(flat) verticals. rticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD end Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std(flat) REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. Strongbacks to be attached to walls at their outer ends or restrained by other means. Eo P R OFFS .N �N�INR�R s%• tr 89782PE 7.43 s 9 S REGON O T- PAUL •R� EXPIRES: 12/31/2016 August 7,2015 �r I i n ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7FX REFERANCE PAGE Mlr•747]rcv.02/1rJ2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. i for lateral abafyu designd f individual web membeer incoiporation of rs only.Additionalempary bracingent is to iiinsurers ability during construction a thner-not truss eresponsibiner. ll N offtthe MiTek" rsfortor.Alsuplxof fabricat Adanyl permaneor edel r the overall and b a i tg, consult A SI the buulty designer.55For geand guidandi g regarding fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPI7 Quality Criteria.DSB•89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 09tgsdc,ra 95a1n • e Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F08 Floor 845124655 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOlyJvgB-uZBSOzc10j6XW7b1 xUJTRTSMGNFRRbbOjfyQPgygBiM 1 2-6-0 I 7-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I �-3.0 1 1 1-2-0 1 1 0-8-8 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 394= 1.5x3 II 4x4= 1 2 3 4 5 6 7 8 9 1.5x3 II 10 l''' s a 0 N a evt e , O O 1 t6 75 14 t3 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 4-10-12 12-10-12 512 6p.12 11-8-12 16-4-4 4-10-12 0-7-0 10-7-0 I 5-0-0 �0-7-0210-7-0 Plate Offsets .Y1— 3-543 (X pro-1-8 Edgel.[12:0-1-8.Edge[15:0-1-8 Edge],[16.0.1-8 Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 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=714/0-4-4,11=714/0-4-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=2435/0,4-5=-2435/0,5-6=2821/0,6-7=-2821/0,7-8=2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. ��p`ED PROFFo . NGINE.c9 �'j0 89782PE r • 9,4 •RECON o ' ti EXPIRES: 12/31/2016 4 August 7,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I, -- is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IMI p p erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ITe'(- fabrication,quality controL storage.delivery,erection and bracing,consult ANSI/gPl1 Qualify Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 rum,Hrights CA gcnln Truss Truss Type Ply POLYGON R45124656 1.lob PL15-264 UPPER IF09 (Floor 1Qty 4 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 Pacific Lumber Si Truss Co.. Beaverton,Oregon ID:DFkz9p3lCrPAGZnVberKotyJv98-MIlgEJcfn0E07HADVCgIGheXZnbxA2zXyJH,yHyciBiL I 2-8-0 I2-1-17 1 1 1-2-0 1 1 0-9-6 1 2-3-0 I I 2-3-0 1 I 1-2-a I 17i Scale=1:28.2 4x4=- 1.5)(3 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 6 7 8 9 10 1 2 3 4 5- •a -,e :'ice\ / N O r OO i1 O O n e 16 15 14 13 12 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 11-8-1z 2-3-12 16-2-8 1 4-10-12 15-5-12 0-7-0�0--0 2 1 5.6-0 0-7-0 10-7-0 I 3-3-12 4-10-12 Plate Offsets(X.I)- (7:0-1-8.EdgeJ [12:0-1-8.Edge).(15:0-1-8 Edge).(16:0-1-8.Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid 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 0.04 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 DF Slud/Std(fl BOT CHORD 2x4 DF Nod/Stdat)(fl ) 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=240210,3-4=-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. .4NGIN FAi .0. cc'. 8.782PE <" / " 7 40 OREGON ''. 99k PAUL R\4FP( Ab �Q EXPIRES:12/31/2016 August 7,2015 I s .r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE �• Design void for use only with MTek connectors.This design is based only upon parameters shown and is for on 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 stabilityMiTek� during construction is the respornibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane fabrication,quality control storage.delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component Suite 109 Safety Inlorma8on available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. runic Heights,CA uN11n Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Mir4 offsets are indicated. I {Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Up44‘ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. O-1/1 C1-2 C2-32. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I I p bracing should be considered. IIIIIIAir O 3. Never exceed the design loading shown and never �� U stack materials on inadequately braced trusses. cs r CS-6 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7� r- designer,erection supervisor,properly owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.Knots Place lates on each faceoandss wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,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. i 1.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 i� 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. p if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,If no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =' reaction section indicates joint ©2012 MiTekO Ali Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ......-.8Min size shown is for crushing only. ®01 IIII, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. Isnot sufficient. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, MiTe ke 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 V' 261-0' • 141-0' 1 I 27-0' I C3 • 6:12 6:12 WO C4 (4) m co 6:12 - C2(10 N . 11 p� 2 ' \ 1 r 1 m a- 1 1 - _ ..B3 m 161-0• 11111:\k kii ....\ 'sN . I1 1. 7 B2 (5) I A\ . \ L. 2 I °� 1 412 ',, @ im i7 CI) W 'ao -01 ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 TRP`USMMENTOONiATio 5AANO PROJECT TITLE REVISION-1: OR W NGasiFOR sTRUZURALER FR I •\ 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD F PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TR US J } DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. i COMPANY 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. 1. v 26'-0' nI-°" -14'-O 1 a ,> V. 8:12 8:12 _. C4 (4) m 11 — - I' - 6:12 a4 eo 6:12 I - C2(10) I MI CV "4 11tCAll R- --- � • r C 42 _ I - -- - B3m . 161-0' INN � N B, 1-i .111161.14,11,.)N / co c) c'? ' w v• i w . 11� I I I I <, , h 26' • m Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW09/12/14 TRUSS CAL ULATI ONLY.REFER TO PLACEMENT TIONSPND - ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING 7-B NH KD \ umber DESIGNER/ENGINEER OF RECORD paw I. RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEEROFRECORDTO & -TRUSS COMPANY 7-B NH / B-NH CHECKED BY: REVIEW AND APPROVE OF All `i .._ DESIGNS PRIOR TO CONSTRUCTION. ., DELIVERY LOCATION: SCALE: REVISION-3: 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 11111111111111 LUMBER SPECIFICATIONS � TC: 2x4 KDDF k16BTA TRUSS SPAN REAS 6.5' ICOND. 2: Design checked for net(-5 rift uplift at 24 'oc spacing.] BC: 2x4 KDDF /MUIRCATION LOAD DRSPACED INCREASE = 1.15 SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph h=21.2ft, TCDL=4,2,BCDL=6,0, ASCE 7.101 M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss ddesignedfforowind6loads REQUIREMENTS OF IBC 2012 AND I00 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Referor equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 8-03-04 12 I 8-03-04 6.00 p IIM-4x4 12 F 3 Q 6.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE cn DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION -- SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN c RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4 0 O 4 O O 1 j4 magil O 0 M-3x4 M-3x4 y y 1-00 16-06-08 J y 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Al 5. �`��l!yy��PR F�6's, Scale: 0.4672 44 ��I. �2 WARNINGS: GENERAL NOTES,unless otherwise noted: ,1Ila (((�IIIC 17 r Truss: A 1 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual C and Warnings before construction commences, building component.Applicabitty 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. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` (r Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10•o.c.respectively unless braced throughout their length by !` �-1� DATE: 9/12/2014 the overall structure is the responsibility of the buildingdesigner. continuous Impact sheathing suchr las b adng requsheathing(TC)edere own vdrywall(BC). I7G w �REGO. g 3.2x bridging or lateral bradng required where shown++ !' b (v 00 SEQ. : 6059056 4.No toad 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 lime should any loads greater than 6.Design assumes trusses are to used In a non-corrosive environment, �V �J' 14 , . 4 -E. TRANS I D: 408071 design loads be appaed to any component and era for"dry condition'of use. C OP 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if MFR R I�1. fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth by7•Plates hallasscatequate oc drainage is provided.s,and 11111111111IIIA 11111 VIII VIII 11111 IIII IIII TPINVrCA in BCSI,copies of which will be furnished upon request, Plates as sncil be located on both(sees of truss, placed so their center P q lines coincide with Joinpt center fines. M7ekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Foibasicconnecto latedinInchaluessee ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC IBC 2012 AJAX MEMBER FORCES 4WR/ODF/Cq=1,00 TRUSS SPAN 16'- 6.5' 1- IB( 0) 50 2- ER FORC 1540 3- /c •326 309 LUMBERSPECIFICATIONS#1&BTRKDDLOAD DURATION INCREASE = 1.15 1- 2=((•175 ) 477 8- 8=)-371; 1540 8- 8=8- (-326) 306 TC: 2x4 KDDF SPACED 24.0' O.C. 3- 3= -1351) 268 934 BC: 2x4 KDDF #1&BTR 4. 5=(-1351) 256 WEBS: 2x4 KDDF STAND LOADING 5. 6= -1751) 502 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=� 10)) 50 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOMLCHORD = 42.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' •1251 809V •821 82H 5.50' 1.29 KDDF ( 625) MC,M2OHS,MI8HS (or16 no MiTekprefix) = riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'• 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) M,N20HS,M18HS,M16 = MT series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAX CREEP LL DEFL = -0.075' @ 8'- 3.2' Allowed = 0.781' MAX TLCREEP MAX DEFL = 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 17'- 6.5' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.059' @ 16'- 1.0' 8-03-04 8 03 04 T MAX HORIZ. TL DEFL = 0.091' @ 16'- 1.0' 4-04-11 3-10-09 3-10-09 DESIGN ASSUMES MOISTURE CONTENT DOES 4-04 11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 12 M-4x6 " 6.00 system and components and cladding criteria. 6.00 4 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll duration factor=lag Cat.2, Exp.B, MWFRS(D>r), P Truss designed for wind loads in the plane of the truss only. M 1.5x3 ,AdigliiM-1.5x3 th 3 d 0 8 Cr o M 5x8 r- M 3x4 1. M 3x4 0 �T M 0 0 0 f o 1 = 0 o 3.000- 12 3.00 12 12 y b y y y 1-00 8-03-04 8-03-04 1-00y y y y 1-00 1-00 16-06-08 ��0p PROFe NAME: POLYGON NW PLAN 7-B NH - A2 ss Scale: 0.3206 mac; `��j j '°may JOB NA - OPE WARNINGS: GENERAL NOTES,unless otherwise noted: cc 1.Builder and erection contractor should be advised of all General Notes 1•This design Is based Applicability the o1 eslgn parametersparshown tersand e dl for an Individual Truss: A2 and Warnings before a racing commences. building Incorporation of component Is the responsibiity of the building designer. 4101,/ '� 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �, _ 3.Additional temporary bredng to Insure stebtaty dudng construction 2'o.c.end at 10'o.e.respectively unless breeed throuandior ghout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)ghout tdrywen(BC). OREGON �� DATE: 9/1 2/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 5.4.Installation sign assumes trusses are responsibility e%be a ty f the h respective crosNe contractor. ra environment TRANS Lip '�Y 1 4 Z��A' - SEQ. : 6059057 fasteners are complete and at no time should any loads greater thanend are for"dry condition'of use. design loads be noopon to any overand component 6.Design assumes full bearing at all supports shown.Shim or wedge If MFR R f�`' TRANS ID 408071 5.CompuTrus has control end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center I IIIIII 11111 VIII Mil VIII VIII Ill ilek USA,CA In ncj copies of which will 7.6. (1 upon )-E request. 9.OIescoincide o n ease s th plaid a inches. EXPIRES:12/31/2015 MILIA Inc./CompuTrus Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) L III VIII III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2.10=(•251) 92 10- 3=( -12) 169 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2- 3= -69) 347 10-11.(-255) 90 3-11= -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146 779 11.1 =(-682) 251 44 .11=) -1145 248 TC LATERAL SUPPORT <= 12.00. UON. (•2LOADING 4- 5=( -74) 220 12.13=( -48) 472 4.12=( -95) 806 BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -85) 246 13- 8= 41) 848 5-12=( -361) 143 DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-566) 90 12. 6= -765) 194 OVERHANGS: 12.0' 12.0' TOTAL LOAD = 42.0 PSF 7- 8=(•980) 274 6-13=I 0) 450 M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 8. 9=( 0) 50 13. 7= •346) 219 vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5'- 1.0' 72/ 605V 0/ OH 119.00' 0.17 KDDF 625) 9'- 11,0' -231/ 1605V 0/ OH 119,00' 2.57 KDDF 1625) 26'- 0.0' -109/ 613V 0/ OH 5.50' 0.98 KDDF 625) Refer to CompuTrus standard gable end detail for complete ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.) specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.036' @ 21'- 8.1' Allowed = 0.781' MAX TL CREEP DEFL = -0.065' @ 17'• 8.8' Allowed = 1.042' 13-00 13-00 MAX LL DEFL = 0,002' @ 27'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'• 0.0' Allowed = 0.133' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 T T 1' 1' MAX HDRIZ. LL DEFL = 0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.034' @ 25'- 6.5' 11M-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES M-3x5 NOT EXCEED 19%AT TIME OF MANUFACTURE. f 12 M-1.5x4 54.0" �r M-3x5 6.00 M-3X5 - M-1.5x4 12 Design conforms to main windforce-resisting M 3x4 4 6.00 system and components and cladding criteria, M-3x5 Wind: 140 ra h h=22.4ft TCDL=4.2,BCDL=6.0 ASCE 7-10, �! M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ��` load duration factor=l,6, Truss designed for wind loads o M-3x6 in the plane of the truss only, 3 M-1.5x3 M-2.5x4 or equal at non-structural diagonal inlets. �� e� _ Truss designed for 4x2 outlookers. 2x4 let-ins 013 of the same size and grade as structural top chord. Insure tight fit at each end of let-in, co 40011111.-A.--.000000...0000111.1111111111.7-5x116 M-3X4 m Outlookers must be cut with care and are , 1 _ ee12 o permissible at inlet board areas only. M-3x8 : - o M-1105x3 11 o 0 M-3x4 M-5x10 ..ci 3.00 3,00- 12 12 1, y 1, 1, y 9-11 3-01 4-08-12 8-03-04 y y y y y y 1-00 9-11 7-09-12 8-03-04 1-00 1.00 26-00 1 y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - 61 '��o PROF�V Scale: 0.2140 ,�,,\y/�IINJ�/�TJ��,, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: tt, v L 1!�(! / 9 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 en individual Ct. 19200PE f Truss: B1 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. ,/ DES. BY: Bs 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by continuous sheathing such asa sheathing(TC)and/or drywall C. / te' DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) r Q 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '17� OREGON� �I,:- SEQ. : 6059058 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, 7♦ a ^V TRANS I D' 408071 design loads be applied to any component. and are for"dry condition"of use. Q 1 4+ 2.0 P� S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 0 6.This design Is furnished subject to the limitations set forth T.PlatesPshall be assumes adequate one both drainage Is f truss,and MFS p I I 1111 I 1111 II II VIII VIII 11111 I 11 11 11111 TPI/WTCA in BCSI,copies of which will be furnished upon quest. 8. nes coincide with joint cent r toesg of truss, placed so their center MITek USA,InC./CornpUTrus Software 7.6.6(1 L)-E 190.Forrits basicconnesctor ple of ate delate sign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by I�III�IIIII�II PACIFIC LUMBER-BC BTTRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2-10=(-247 1594 10- 3=( 0) 228 TC: 2x4 KDDF 1SPACED 24.0' O.C. 2- 3=1.1886 361 10-11=(-249) 1591 3-11=( -378 107 BC: 24 KDDF #1&BTR 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4.12=( -183) 151 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2946 590 12- 6=(-1726) 395 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3145) 715 6.13=) -191) 1428 8- 9=( 0) 50 13- 7=( -104) 165 OVERHANGS: 12,0' 12.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LBEARINGS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 0.0' -179/ 1206V -1341 134H 5.50' 1.93 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net1-5 asfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.170' @ 17'- 8.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0,0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 13-00 • MAX HOAIZ. LL DEFL = 0,098' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.162' @ 25'- 6.5' 5-02-12 'f 4-08-04 '( 3-01 'f 4-07 1' 4-00 05 '( 4-04-11 i' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00177' M-4x6 .* -.16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 .h( Wind: 140 mph h=22.4ft, TCOL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-3X4 load duration factor=l.6, 4 Truss designed for wind loads M 3x6 in the plane of the truss only. <o a M-3x3 ,M-1.5x3 m ,,,,a r-/- 13 0 M-5x6 m =M 4x4 c 12 c r "--/- o 1rf 1 , to o M-3x4 M-1,5x3 M-5x10 C a 3,00 3.00 1==..- 12 -12 12 J. J, 1, 1, J, 5-01 y 4-10 3-01 4-08-12 8-03-04 y y 1-00 9-11 7-09-12 8-03-04 1-00 . ) 26-00 1- 00 1-00 ‹c'i\Ep PR Qp JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2140 �� li�71NI. �,,, IP WARNINGS: GENERAL NOTES,unless otherwise noted: ,�0 P E 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 C and Warnings before construction commences. building component Applicability of design parameters and proper Truss: B 2 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsiblaty of the building designer. 3.Additional temporary bracing to insure staNbty during construction 2.Design assumes the top and bottom chords to be laterally braced at � ' 7 o.c.and at 10'o.c.respectively unless braced throughout their length by „,„,,,cow.- DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(6C). " DATE: 9/12/2014 PC the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be appied to any component until after all brecng and 4.Installation of truss Is the responsibility of the respective contractor. -2 A� SEQ. : 6059059 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, //�� design loads be applied to any component and are for"dry condition"of use. �L,V 9 y 74, O� 6.Design assumes hill bearing at all supports shown.Shim or wedge if /)wQ 1 TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the necessary. Ff�F3`� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Otos.and placed so their center I IIIIII 11111 11111 11111 11111 11111 11111 IIII IIII MiTek SA,IncI/WTCA In .ICompuT s whichI,copies of will tlware 7.6.6(1 L)-E request lines coincide with joint center Ines. 10.For asiccoonnectorof plate design valte in ues see ESR-131 1,ESR-1088(MITek) EXPIRES:12/31/2015 VIII )IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2-2- 8=)-270) 1528 3. 8=(-383) 258 BC: 2x4 KEW f/16BTR SPACED 24,0' O.C. WEBS: 2x4 KDDF STAND 3=(•1813) 396 8- 9= •124 1001 8- 4=(-128) 638 3- 4=(•1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=, 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C 8,CN18 (or no prefix) = CompuTrus Inc LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KEW ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.063' @ 17'- 1.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.127' @ 17'- 1.8' Allowed = 1.672' MAX LL DEFL = 0.002' 0 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' 13-00 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' T DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. f Design conforms to main windforce•resisting 12 12 M-4x6 -c716.00 system and components and cladding criteria. 6.00Q 6,00 4.0" Wind: 140 mphh=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 .� 4 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,u load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c M-1.5x3 M-1.5x3 3 0 8 Alliiil co O co 4(�-- O 8 9 - 0 O M-3x4 M-3x4 M-3x4 M-3x4 O M-3x5(S) 1- y y y 8-10-03 8-03-11 8-10-03 1- 1' y 10-00 16-00 1' 1• 1. 1' 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B3 '<c IPN• Fs6> Scale: 0.2199 ��-N- , y/�� 0 WARNINGS: GENERAL NOTES,unless otherwise noted: Irrr�� n q 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual -^9G,0 P E r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper All2.204 compression web bradng must be Installed where shown a. 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 laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.e.respectively unless braced throughout their length by `r_� ��continuous sheathing such as plywood heaths here)and/or drywal eC). / Q DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ -0 4.No toad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'j7 OREGON z(/ SEQ. : 6059060 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ` ?y Y ZON A' TRANS I D: 408071 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 at all supports shown.Shim or wedge If O. 1 4, fabrication,handling,shipment and installation of components. necessary, A- R4 . R`k- 6.This design Is furnished subject to the Irritations set forth 7.Designlatesassumes adequate onne bothfaces drainage Is f truss,and ,"/ 111111111111111411111 by 8.Plates shall be located faces of truss, placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. Tines coincide with Joint center lines. 9.MITek USA,InalCompuTfus Software 7.6.6(1 L)-E 0.FForrits basic conncate ector plate de esign values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-251 1275 8- 3= 0) 232 2x6 KDDF 1118BTR T2 SPACED 24.0. O.C. 2- 3=(((•1524 377 8- 9=(•253 1272 3- 9='•448 135 BC: 2x4 KDDF #166TR 3- 4=(-1064) 360 9.10=(•262 1212 9- 4=( -87) 535 WEBS: 2x4 KDDF STAND LOADING 4. 5= 0) 0 10.11=(-261) 1213 9- 6=(-391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1043) 332 6-10=( 0) 201 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1450) 362 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -846) 181 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT O'OC UON. FOR BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'• 0.0' -187/ 1048V •97/ 102H 5.50' 1.68 KDDF ( 625) 21'- 6.5' -92/ 683V 0/ OH 53.50' 1.09 KDDF 625) OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53,50' 0.46 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.] vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0.0' Allowed = 1.054' specifications. MAX TL CREEP DEFL = -0.083' @ 11'• 0.0' Allowed = 1.406' MAX HORIZ. LL DEFL = 0.020' @ 21'. 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 13-00 Design conforms to main windforce-resisting ,( -( 1' system and components and cladding criteria. 5-11 5-01 2-00 - 9-11 T 1' T ,(Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 = ''M4x4+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 12 5 12 load duration factor=1.6, 6,00 M-4x6 a 6.00 Truss designed for wind loads in the plane of the truss only, -4, M-3x4 0 M-3x4 + o 3 .. y 44..... . M-3X4 M-3x4+ M /h O 0 ,O 1 � __ { © 1 O' 8 9 tt O M-3x4 M-15x3 0.25" M-1.5x3 O M-5x8(S) 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 b )' ), 1-00 26-00 1-00 (�� PROFS JOB NAME : POLYGON NW PLAN 7-B NH - 64 5�� PR _ ss� Scale: 0.2436c.\ 2 O WARNINGS: GENERAL NOTES,unless otherwise noted: Ct-kr ,�nnn n�1�" 1' 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual = •P E 1' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B4Incorporation of component is the responsibility of the building designer. 2.2x4 compression ar web bredng must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bredng to insure stbiity during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `<�/e� �` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall((C). !,'- DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON tri SEQ. : 6059061 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- 4'y OP\1)` A. design loads be applied to any component. and are for"dry condition'of use. Q 7 4-,.2 4 TRANS I D: 408071 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 �� fabrication.handling,shipment and Installation of components. Design ess assumes adequate drainage Is provided. M>•'R R V O' 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center MEI 11 II III'I I III III I 1 II III III TPIANTCA In BCSI,copies of which WO be furnished upon request. 9.Ones coincide Digits indicatesl a of plate Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONSIC: 6 [COND. • LOAD DURATION INCREASE = 1,15 2x4 KDDF kt&BTA 81 SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Conner or 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ef Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 complete specifications. 12 T 11-00 6.00 IiM-4x4 12 6.00 3 if 0 0 II ill °°11 111111111111111111111116 U) 0 o 1 4 0 M-3x5(S) c M-3x4 M-3x4 y y y 12-00 y y 1-00 10-00 22-00 y y 1-00 tS JOB NAME : POLYGON NW PLAN 7-B NH - Cl " �°0PRQp Scale: 0.3691 �P �Zl S/O WARNINGS: GENERAL NOTES,unless otherwise noted: ?/ Truss: C 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 CCn p L and Warnings before construction commences. building component.Applicability of design parameters and proper °9G,Q f G 9r 2.2x4 compression web braving must be installed where shown•. Incorporation of component Is the responsibl5ly of the building designer. / /// DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/12/2014 the overall structure is the responsibility of the building designer. continppuous sheathing such as plywood sheathing(TC)and/or drywan(eC). `ihere sho mi-i- a. die 4.No load should be applied to any component until after all bracing and 4.Installation act bof trussgs the or tresponslbloty of the ired espective contractor. Q SEQ. : 6059062 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, -$7 ,t D_OREGON TRANS I D• 408071 design loads be applied to any component. and are for'dry condition'of use. '7 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if /O 9 y •�4 �0�� fabdeation,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Gmttatlons set forth 7.Design assumes adequate drainage Is provided. MFR o`�� III II III I IIIA III I III I VIII II II IIII IIII TPInNTCA In SCSI,copies which will furnished uponquest. 9.Ines Dol dEe w located Joint costar eves 9. o(f truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 0.Forrlts basicicate size onnecto plate desite in gn values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 This design prepared from computer input by 1111This LUMBER-BC TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBERI: SPECIFICATIONSKDO #16BTRLOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2- 8=(-224 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. 2- 3= -1504) 335 8- 9=1-103 834 8. 4=(•111 492 WEBS:B E: 2x4 KDDF S1ANDH 3- 4=•1318) 338 9- 6=(-253 1261 4- 9=(-111) 492 4- 5=(-1318) 338 9- 5=(-311) 220 2x4 KDDF STAND LOADING 5- 6=(-1504) 335 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 6- 6=` 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators:= ComLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V •1091 109H 5.50' 1.66 KDDF ( 625) MC,M200S, 18HS (or no MiTekprefix) s CiesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M2OHS,MIBHS,M16 = MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for nett-5 asfl uplift at 24 'oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLELL DEFL = -0.043' @ 14'- 5.8' Allowed = 0.133' MAX 1.054' MAX TLMAX CREEP LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 11-00 11-00 T DESIGN ASSUMES MOISTURE CONTENT DOES T NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-02-12 5-09-04 T 5-02-12 5-09-04 T f Design conforms to main windforce-resisting ( 12 M 4 '`:7.16.00 12 system and components and cladding criteria. 6.0017- 4x6Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, uu inuthess dplaneeofftheruss or wind loads M-1.5x3 M-1.5x3 m a 0 U, w 0 c� rw _ -,o rr aCl• ® 9 0 f.- o 1 * 6 M-3x4 M-3x4 o M-3x4 M-3x4 M-3x5(6) y y y y 7-06-03 6-11-11 7-06-03 y y 10-00 y 12-00 J. J. J. y 22-00 1-00 1-00 -V PROPess 5� INS /� JOB NAME: POLYGON NW PLAN 7-B NH - C2 Scale: 0,2566 �� iz f 1 WARNINGS: GENERAL NOTES,unless otherwise noted: ^9L 0 l P E f 1.Builder and erection contractor should be advised of all General Notes 1.This g designcois based Applicabon ilityhe of parameters parameters shown is properr Individual 41111,,,,/,�20 Truss C2 anduWarnings beforewebracing mustn tbmmsnces. bIncorporation of component is the responsibility of the building designer. 2.2z4 compression web be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `rp - 3.Additional temporary bracing to Insure stebiGty during construction 2'o.c.end at 10'e.e.respectively unless braced throughout their length DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of by continuous sheathing such as plywood sheathing(TC)andlor drylength). A Q the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ �fOREGON a w DATE: 9/12/2014 4.No load should be applied to any component until aver all bracing and 5.Installation tallyign laass omeutruss sIsshs respare onsibility nbes used fthe h resile ive contractor. 7`/��7 i 4 ZOO h • SEQ. : 6059063 fasteners ere complete end at no time should any loads greater thanand are for"dry condition'of use. ,r_ �`:' A. �f design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 1�R R`.�� TRANS I D. 4080 I 1 5.CompuTms has no control over and assumes no responsibility for the necessary. Pl fabrication,handling,shipment and Installation of components. 7.Design apes adequate drelnege Is Provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center III IIIA 11111111111 11111 IIII111111111 MITeUSA.nlSCSI, CSCompuTfus iSoftware 7 fished upon -E request. 10 For asicconnector platetdesign values see ESR-1311.ESR-19e8(MITek) EXPIRES:12/31/2015 11111111 1111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 vsf) uplift at 24 •pc spacing.) IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT<= 12'OC. UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connect8,CN18 (or no prefix)) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16 = MiTek MT series Wind: 140 mph h=15ft,Enclosed, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ef RX2 or equal typical at stud verticals. 11-00 Refer to CompuTrus gable end detail for T 11-00 complete specifications. 12 1 6.00 p IIM-4x4 12 3 Q6,00 co00o4 I C.) C3 1 ` �� : vO 8M-3x5(S) M-3x4 M-3x4 y y y y y 12-00 10-00 1-00 22-00 i' ), 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - C3 � �, 0 PRop Scale: 0.3675 �Gj INS ., WARNINGS: GENERAL NOTES,unless otherwise noted: LLQ ')//Z//9/9 S fp, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is far an individual C =92.'P E f Truss: C3 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 responslblily of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stehl6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c,respectively as ply unless braced throughout their length by '_► DATE: 9/12/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood shoed TC)end/or drywall(BC). �!_�!-- 3.in2x Impact bridging or lateral bracing required where shown t+ Q SEQ. : 6059064 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the are responsibility of the respective contractor. yG ,y�OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to e.used In a noncorrosive environment, Ix `V TRANS I D• 408071 design loads be applied to any component. and are for"dry condition'of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If <O '11' 1 y 1 4 SC) P-t� fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Ontetions set forth 7•Design assumes adequate drainage Is provided. MFR R �� I IIIIII I II VIII VIII VIII III I I III IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon quest. B.nes coincide with Joint on center both Ines. 9s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForits b sicconneector e plate deate sign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111111 PACIFIC LUMBER-BC TRUSS SPAN 22'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERSPECIFICATIONS#1&BTRLOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=(-224 1261 3- 8=(-311) 220 TC: 2x4 KDDF 1BTR SPACED 24.0' O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(•111) 492 BC: 2x4 KDDF #1&BTR 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9= -111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -119/ 1038V -1091 109H 5.50' 1.66 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 osfl uplift at 24 "ox spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = •0.088' @ 14'• 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ, LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' 8 21'• 6.5' 11-00 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 5-09-04 5-02-12 5-02-12 T 5-09-04 Design conforms to main windforce•resisting 12 system and components and cladding criteria. 12 M-4x6 Q 6.00 Wind: 140 mph h=15ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, 6.0017' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 " load duration factor=1.6, J� y Truss designed for wind loads in the plane of the truss only. M -1.5x3 M-1.5x3 0 4//0 O to 0 0 w 1.11 ` o 9 O M-3x4 0 1 r� M-3X4 M-3x5(S) M-3x4 M-3x4 y b ), 6-11-11 y 7-06-03 7-06-03 y J. y 12-00 10-00 J y22-00 1-00 1- 00 F`�pc PROP FS, JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2498 �‹� �`�i�2l sv°�-�. WARNINGS: GENERAL NOTES,unless otherwise noted: 01192SOPIE f 1.Builder end erection contractor should be advised of ell General Notes 1.Tins design Is based only upon the parameters shown and Is for an individual end Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: C4 2.2x4 compression web bracing must be Installed where shown t. incorporation of component Is the rem sldoty of the building designer. �® 3.Additional temporary bracing to Insure stabtty during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.o.respectively unless braced throughout their len th by *P! / " continuous sheathing such as plywood ng(TC)and/or drywalloc). �L pREGON�� 1CC DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«. 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. i y ZO SEQ. : 6059065 fasteners are complete and at no time should any loads greater than 5.Design assumes Wsses ere to be used In a non-corrosive environment, /t design loads be applied to any component, and are for"dry condition"of use. d' 1 4 6.Design assumes full beating at all supports shown.Shim or wedge If �` TRANS I D: 408071 5.CompuTrus hes no control over and assumes no responsibility for the necessary. MFR RIO- 6. handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch ll be furnished upon lines coMdde with Joint center Ines. 111111111111111111111IIII1111111111 IIIft Mire SA,lncUWTCA in iCompuTrusI,copies of lSoftftware 7.6.6(1 L)-E request. 1U Digits connector plate design see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 916BTA TRUSS SPAN 4'- 0.0' BC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 1.2=(-51) 28 1.4=(•35) 32 2-4=(-99) 81 2-3=( -7) 3 IC LATERAL SUPPORT<= 12.00, UON. LOADING BC LATERAL SUPPORT <= 12.00. 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 BAG REQUIRED BRG AREA 625 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,CI8,CN78 (or no prefix) CompuTrus, Inc 4'- 0,0' -24/ 205V -18/ 0/ 43OH 5,50' 0.21 KDDF ( 625 M,M20HS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. o s c VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = •0.002' @ 0'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' @ 0'• 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T MAX TC PANEL LL DEFL = 0,004' @ 2'- 4.0' Allowed = 0,159' MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 4.0017 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' MAX HORIZ. TL DEFL = -0.000' 0 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. M-1.5x3 3 Wind: 1140 mph h=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 load duratiosn factorsjds'Cat.2, Exp.B, MWFRS(D{r), 111 Truss designed for wind loads in the plane of the truss only. to1- 0 in t la�. c� _�.I8i 60 ►�4 •f M-3x8 M-3x6 M-1.5x3 y y 3-00 y y 4-00 • JOB NAME : POLYGON NW PLAN 7-B NH - D1 W) PROA- Scale: 0.6324 �4�\`j<�w\G��p_Ss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: `J7 f /JAI y Truss: D 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 2 and Warnings before construction commences. building component.Applicability of design parameters end proper '9L, P E �f 2.2x4 compression web bracing must be installed where shown a. Incorporation of component Is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at DATE: Agile is the responsibility of the erector.Additional permanent bracing of 2'o.c,and st lothin roe h as ply unless batted throughout drywe th bt S/ 2/2D1 4 the overall structure Is the responsibility of the building designer. ctcontinuous sheathing such as plywood g(e s end/ordrywan C. `AA!.,. : SEQ. : 6059066 4.No load should be applied to any component until after all bracing end 4,l stall tionboftruss Is tr he responyidaly Jr,of thespective contredor. ' Q 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, ' ,OREGON ((� TRANS I D: 408071 design loads be applied to any component and are for"dry condition"of use. 1 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 GQ 1'}' 14 2.°� A�•`� fabrication,handling,shipment and Installation of components. 7necessary. p 1 �` IIIIII VIII VIII III III I VIII III I I I)IIII 6.This design is famished subject to the Irritationsbe set forth by 8.Plates shalln locatedes gon botte h drainage Wss,e and placed so their center RR I L.`^ TPn d eCA In BCSI,copies of which will be furnished upon request. lines coindbee ith Joint center Ones. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForr9. lts basic connector cate stze plate desiin gn values see ESR-1311,ESR-1888(Wok) EXPIRES:12/3112015 This design prepared from computer input by URAThis LUMBER-BC TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/Dai/oq=1.00 LUMBERSPECIFICATIONSKDD #18BTRLOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. BC: 2x4 KDDF STANDBTR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA WEBS: 2x4 KDDF LOADING LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF O'• 0 S' 2R1 215V 0/ 27H 5.50'ISQ.I0.32 KDDF ( IES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM TOTALCHORD LOAD = 42.0 PSF 3'- 9.2' 0/ 3BV 0/ OH 5.50' 0.06 KDDF 625) 4'- 0.0' -36/ V 0/ OH 1.50' 0.13 KDDF 625) Connector plate prefix designators:. LL = 25 PSF Ground Snow (Pg) MC,M2OHS, 18HS (or16 no prefix) = CompuTrus, Inc 'COND. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing./ M,M20HS,M18Hs,M16 =MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0,100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. AX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. IL DEFL = 0.003' @ 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=19.8ft, TC0L=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 3x6 1.0 Truss designed for wind loads rin the plane of the truss only. 0 ,- 1 c 4 vl8/- Ili 3 -I M-3x8 1, ./ 3-00 y .1 4-00 !PROVIDE FULL BEARING:Jts:4.3.21 ��03 P R 04., JOB NAME: POLYGON NW PLAN 7-6 NH - D2Bpale: 0.9224 5 � �i41 o' WARNINGS: GENERAL NOTES,unless otherwise noted: 09�/ PE r 1.Builder and erection contractor should be advised of all General Notes 1.ThiThis ag lampbased only upon the efpara e e amoters shown raand I pforr of individual / /!/ Truss: D2 end Warningspress before bredegconstruction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `rte '® 3.Additional temporary bracing to insure staNny during consWction 2'o.c.end et 10'o.c.respedWely unless braced throughout their lath by / 0` ��" DES. BY: BS is the responsibility of the erector.Additional permanent bracing ofplywood sheathing(TC)and/or d Il BC of OREGON A.continuous sheathing such as gR) rYwe )' DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ 4.No load should be tippled to any component until after all bracing end 4.Design assumes eof as is the wsses are responsibilityo be used Inof ca respective contractor.environment, 2 �' • SEQ. : 6059067 fasteners are complete and at no time should any loads greeter than and are s r"dry condition'a use. `.-V y 1 4' OP(t' design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge If /� �n`�� TRANS I D' 408071 5.CompuTms has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center d upon I 111111IIII1IIIIIII MTo SA,lnCSCompuTfwhich WII bre rnisheIL)-E request 10.lines ibasic connedoroplf etetdesign valuese In For9. ee ESR-1311,ESR-lees(MITek) EXPIRES:1.2/31/2015 . 111111111 IIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF BTA TRUSS SPAN 8'- 2.0' ICOND 2 Design checked t rr < BC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 plift at 2a oc <nacinc.l SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT<= 12.00. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT<= 12'OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M16HS, or Mek MT series Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M16LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. AND BOTTOM CHORD CHECKED FOR 1OPSFDS ACTLIVE CLOAD. TOP ONCURRENTLY.NONGable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 3 ', 4.00 nIIiidIi 11 v 0 0 0 mn 2 0 1 �� M-3x4 4 1, y y 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B NH - El ��,�E° PR�'`�s Scale: 0.6585 �� y��l �/O WARNINGS: GENERAL NOTES,unless otherwise noted: / 2/#9 Qi Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Ct. and Warnings before construction commences, building component.Applicability of design parameters end proper � �P E 9r 2.2x4 compression web bracing must be installed where shown t. Incorporation of component Is the responsibity of the building designer, r DES. BY: BS 3.Additional temporary bracing to Insure staMGy during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'Dieu and at 10'o.e,respectively unless braced throughout their length by .. 4611111.P DATE: 9/12/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +�Ir!. 4.No load should be appBed to any component until ane ell bredng end 4.nstaltuce oftrrusis the respu siWGy of the respective contractor. Q TRANSSEQ. : 6059068 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �/Q i1 �REGO Orbe I D: 408071 design loads be applied to any component. and are for dry condition'of use, '7 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 4 fabrication,handling,shipment and Installation of components, necessary. _�P 11111111111111111111111 6.This design Is furnished subject to the Irritations set forth 7.DesignPlatesassumes adequate one otc drainage isprovided.saMb R I��^ f- TPUWTCA in SCSI,copies of which will be furnished upon request quest. 8. nccoincide with Jointcenter IIness of truss,and placed so their center rl MITek USA,Inc/CompUTfU9 Software 7.6.6 1L-E 9.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1E111111 PACIFIC LUMBER-BC TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3.5=(•255) 179 TC: 2x4 KDDF 416BTRtANDfl SPACED 24.0. O.C. 2.3=(-105) 88 BC: 2x4 KDDF S 3.4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG flEQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -68/ 479V •33/ 97H 5.50' 0.77 KODF 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF 625) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net l•5 psfl uplift at 24 'oc soacing.l C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.294' 0 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = •0.393' @ 4'• 1.7' Allowed = 0.727' T MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 12 4.00 17 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 0 c%, to c 1 -ddillgIIIIIIIIIIIIIII 1�5 2.--. 1 M-3x4 M-1.5x3 y7-10-04 0-03-12 y y y 1-00 8-02 ��EO PR OF�ss JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale: 0.5571 t�``�� lJ2l io29 WARNINGS: GENERAL NOTES,unless ethenvtse noted: �' �9 j 0 P E - r 1.Builder and erection contractor should be advised of all General Notes 1.This didesign o comssbbnesed nt.only uponthe ty of design parameters ohovm and ters andIs foranIndividual Truss E2 2n Warnings beforewe bracing must commences. Incorporation of component is the responsibility of the building designer. • 2.2x4 compressionpo web must be stabited where shown 5. 2.Design assumes the top and bottom chords to be laterally braced at �,�� 3.Additional temporary bracing to insure stbilty during construction 2'o.c.en at 10'o.c.respectivey unless braced throughout their Iengtth by `!P.- 1- DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)ghoul drywel C). 7 OREGON a � DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No Toed should be applied to any component until after all bracing end 4.Ossa in esumestion of ss is the sses re to be responsibilitysein theof non-corrosive ve environment, Z .SEQ. : 6059069 fasteners are complete and at no time shook any loads greater than and are for'dry Wndniuse n'of use. L/Q �Y y 4, Q� A. design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge If r �` TRANS I D: 408071 6.jab atlon,handling, hipmentTrus has no control rand Installation ofand assumes no componel�bity for the 7 necessary. adequate drainage is provided. R R S L`' 6.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 11111111111 lit 1111111111p111hhhiilIlttpl MITo USA,lnCSCo pies of whichl be furnished 1L)-E request. O lines coincideindicatesnector plate design values see ESR-1311,ESR-1988(MRek) e size of EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 IBC 12012-2e MAX MEMBER FORCES 43.5u).161) .00 BC: 2x4 KDDF 11188TR SPACED 24.0' O.C. 2.3e, 0) 36 2-5=(-33) 36 3.5=(•161) 127 , WEBS: 2x4 KDDF STAND 2-3=(-69 49 TC LATERAL SUPPORT <= 12.00. UON. LOADING 3-4=( •7) 3 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0' -61/ 367V 20/ 63H 5.50 0.59 KDDF 625 ) 5'. 3,0' -24/ 212V 0/ OH 5.50' 0.34 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 asf) 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. TLMAX LL DEFL = 0.002' @ .1'- 0.0' Allowed = 0.100' 4-11-04 0-03-12 MAXMAX TC PANELELL DEFL = 0.038' @ EP 2'. 10.1' Allowed = 0.279' f T T MAX TC PANEL TL DEFL = -0.043' @ 2'• 8.1' Allowed = 0.419' 12 4.00 2 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.2' MAX HORIZ. TL DEFL = 0.000' @ 4'• 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x3 Design conforms to main windforce.resisting system and components and cladding criteria. 3 4 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 1< All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), to --11111111111111111111111111111111111111111111 ME , duration factor=l.6, Truss designed for wind loads in in the plane of the truss only. 0 0 N c. 1 0 2�� 5 -? M-3x4 M-1.5x3 y y i. 4-11-04 0-03-12 y y y 1-00 5-03 JOB NAME : POLYGON NW PLAN 7-B NH - E3 ��t0 PROpe,, Scale: 0,6126 �� '‘'.7//Z/177 GC��N� s�0 WARNINGS: GENERAL NOTES,unless otherwise noted: / 2 # 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 !92 0 0 P E Wit' Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stab Gty during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��►_',.. it DATE: 9/12/2014 the overall structure Is the responsibility of the buildin designer. continuous sheathing such as plywood shoed TC)and/or drywall(BC). /rw,�, g B 3.2x Impact bridgingItrussor lateral bredng required where shown++ SEQ. : 6059070 4.No load should be to any component until alter all bracing end 4.Designlof Is the are responsibility of the respective contractor. �L/ w OREGON� �� fasteners are complete and at no time should any loads greater than 5. assumes trusses are to e.used in a noncorrosive environment, G' TRANS I D: 408071 design loads be applied to any component, and are for'dry condition'of use. t 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 Q 14 2 A'[- fabricatlon,handling,shipment and installation of components. necessary. A 6.This design is furnished subject to the limitations set forth7.Design assumes adequate drainage Is provided. `✓/Fp�'�� 140 d so their center 11111111111141 MTOUSA,InCS/COtnpuT 9which SOflWare 7.8.6(1L)-E by ll be furnished upon request. th joint center fines. 9.10.Digitsor indilines ca a de sizer ofpplate Inchelue8.Plates shall be located on both faces e see ESR-1311,uss,and IeeESR 1888(MITeiQ `l EXPIRES:12/31/2015 II This PACIFdesIC LUMign BER-BC prepared from computer input by II�IIIIII LUMBER SPECIFICATIONSTRUSS SPAN 5'- 3.0' !COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1,15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. MON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1,6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. Gable end truss on continuous bearing wall MON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. cRefer to omplete CompuTrus gable end detail for specifica12 4.00 L7;'... 3 —/ 0 tO IMMIggiligilli LO 0 N 1-•/— CO 0 0 — 1 ��///////////////////////// % M-3x4 1-00 5-03 .,d PR Qp JOB NAME : POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737 _e. (Np Sze 431 a/ 1P WARNINGS: GENERAL NOTES,unless otherwise noted: V P E 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual cc 92 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss E4 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the respo to of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.2'Design and the top and bottom u chords c be laterallyughbraced at ,9111 61w— DES. BY: BScontinuous nand at1a'ong respectively pyunldssbracedthrougnd/otdrywall by `�m�,-- !stile responsibility of the erector.Additional permanent bracing of sheathing such as ptyvrood sheathing(rC)end/or drywaa(BC). ��" DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • OREGON �•/ Z. 4.No load should be applied to any component until after at bracing and 4.Installation of truss la the responsibility of the respective contractor. S E Q. : 6059071 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non•corrostve environment, A* 4, 1 20N A�-„ design loads be applied to any component. Design are fors medry condition'gouse.a �`- B.and assumes lull bearing all supports shown.Shim or wedge if r TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4R R`��' fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished upon III I III IIII VIII III I 111111111111111111 IIIVIIIIIIIIIII MiTeklate In inches. USA,Inc./CompuTrus SoftwarCA in SCSI,copies of which will be e 7 6 6(1 L)-E request. 10.For ncide with joint center Ines. iballines sic connector oplf ate design values see ESR-1311,ESR-1988(MITek) w 9. EXPIRES:12/31/2015 •