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Plans (49) ,► s 77-v/?-- - tl ? 51,E S' 177 i MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. cp 0.1GI�EE%Q /0* 2 F 4t. 87. 2PE 7 Al>, OREGON qP s'yBER �� °S A. HER\' EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ovN O ; *6 '6 0,1 � 49639y ¢rsT ANAL ; April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek industries,Inc Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 11 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 17t, e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10oI�1r1 111-3-1 1 1 16-4-12 I 9-11-9 0-1-h 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Ednel.111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ." ONTO TOP CHORD 2-3=-2463/0,3-0=2463/0,4-64-2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 ( °1 w 4 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=460/161,7-9=1636/0,7-10=0/1105 NOTES i "r ' - Ilr 78 ro Fvr G try 1)Unbalanced floor live loads have been considered for this design. x N 2)Refer to girder(s)for truss to truss connections. 1,... 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 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 I 49639 � ' be attached to walls at their outer ends or restrained by other means. �4.36 1$TEI LOAD CASE(S) Standard Sr0NA1. G S.1. tiNGI F9.• /0 87022P� f i 04. h 7 'j OR GON ti�©zry 0 ' l3ER1 4 A. HES\4� EXPIRES:06/30/2015 April 22,2014 4 AkfAFsNL"F3-Ver.'k*tip paanx_trsma'READ 107ESGNTics AND MUM MTTS:REFERENCE ACE HfL7473me1,/Zi/20UdBECAME Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1/11 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Godly Criteria,DSB-89 and SCSI Banding Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Cdrus Heights,CA,95610 If Southern PinellSIn amber is erpiecifiod,.the design veluos are.tirase etfective 06,8141201.3 tsyAMSC Job Truss Truss Type Qty Ply SA R41832508 PL14-89 UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-D-11 I I 1-2-0 11 1-0-9 1 Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 1PIPPPIPP— 4114111111144141111414141114114 e e e r- . e e 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-1113 111-1-3 1 1 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 67-0 0-1-8 Plate Offsets(XV): 110:0-1-8,Edge1.111:0-1-8.Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incl YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 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 (Ib/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ZONIO TOP CHORD 2-3=-2140/0,3-4=2140/0,4-5=1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 27--- -,S -WIjjr.WEBS 6-10=-418/0,2-13-1467/0,2-12=0/844,4-11=536/22,7-9-1480/0,7-10=0/810 itt, %NOTES ( a" ' • t 1)Unbalanced floor live loads have been considered for this design. Ill ,( 2)Refer to girder(s)for truss to truss connections. ? 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. if''r 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 d� 49639�,��1 be attached to walls at their outer ends or restrained by other means. (� t�'ITE ' LOAD CASE(S) Standard 441 1 S�NAL � ROF VO ,mac' ,c IIN Fip `r/0 G * 4w 87022PE <' / co cv yfiA), OREGO tis 41.1 Q -713ER 4t S A. HRP EXPIRES:06/30/2015 April 22,2014 t f ®WA:kl9IIC-Verify design Yaraemgars and READ MIS CMTHIS AND liaatZEDMITEKREFEREtCE"MEHfT.7473mxJ,/25/2U SMARM ie.. Design valid for use only with Mack 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 MiTek" is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respons�billity of the IYIT ek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage.delivery,erection and bracing,consu0 ANSI/TPI1 Quality Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informahon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSaunhere Pine4SP)lumber is specified,tiser:M aim vaiues aaetttece a ettrve 06/02/2013 by USC Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn4OsHnThIyaUAezwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcCofs?czOQTz I 2-60 I I 2-5-1 1 1 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 0 e e e -...- 1'A`• 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 I I 16-7-4 I 10-2-1 0-1.8 0-7-0 5-0-3 0-7-0 0-1-0 Plate Offsets MY): f10:0-1-8,Edoel.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina. YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONR).4F TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 �Y, BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 hoc 'X01 WA3 r{r 4. WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES "' ii► k, 1)Unbalanced floor live loads have been considered for this design. t4 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. *.t 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 ` r be attached to walls at their outer ends or restrained by other means. d�44 6 39 44' LOAD CASE(S) Standard ��Al. \C� G P e s/ �' '0/ 8 • 21,E / r" cfl CV y��AjC OREGO ©1U 0 'q$ER v A. HEa� EXPIRES:06/30/2015 April 22,2014 e f A it4.-41071.6.Verify design parameters and ALA".5 ID 7ES CIV 1HISAM I4tif U0E4 HI7EX REFERENCE PAGE MIL 7473 res. 125/2014 REMISE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral supped of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MITE*. erector. lVi Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delvery,erection and bracing,consul ANSI/TPI1 Qualty Criteria,DSB-89 and BCSI BuBding Component 7777 Greenback Lane,Suite 109 Safety Inlonnalion available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 11(s4astserm PinetSpttumtsev is opeLsliBd,the design values are these effective 0G/i05/2013 byA.SC Job Truss Truss Type Qty Ply 5A R41832510 PL14-89 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon - - - -- - - - - 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Jg0Fb6K_CRkoiv8hl NEA970dL?9TrGQIVgPPX2zOQTy I Y-3.0 I 1 1-411 11 1-2-0 11 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 7 o G N e e e o 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 138-11i I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X.Y): 112:0-1-8,Edae1.113:0-1.8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. v$VONIO r�7,_ TOP CHORD 2-3=-2635/0,34=2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721a � WASI3j WEBS 7-13=0/354,8-12=569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, {t AS, �0 613=860/0 / , ,c) rs1 ! ''^ N NOTES 1)Unbalanced floor live loads have been considered for this design. 1. 2)Refer to girder(s)for truss to truss connections. .b &'`t 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11 49639 Ii}r 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 9,4‘,'4 T be attached to walls at their outer ends or restrained by other means, t SIONAI G LOAD CASE(S) Standard 0.0 PROpp1S �c\c NG(NEF19 s-per-. `7c- 87022P, 1' . , >CV" y �ATORGONtiflQ� aS p. HE EXPIRES:06/30/2015 April 22,2014 4 _ t WARNING sn A RNING.Vvitydcxigo;m,amwesodREAfil TESONIUISANCTht1L�`EDDRIERREFEREMTPACEXf-1873reB1/251261t8fFlWEilJ5E Design valid for use only with M7ek connectors.The design is based only upon parameters shown,and is for an individual building component. �R Applicabiity of design parameters and proper incorporation of component is responsibility of building11 designer-not truss designer.Bracing shown 'r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSI-89 and SCSI Banding Component 7777 Greenback Lane,Suite 109 Safety Inlormaiton available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 a/Sauihe€e Pine OM 400ibe€isofwcl£ed,the easiest values are-those eirsectiest Oe/05f2013byALSC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 11-3'g I 1- 1--i 1 1-2-0 11 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8 = 1 2 3 4 5 6 7 8 9 10 11H 13 14 15 16 I �1 �/ N / N'TVX 7N VN ; � � � � 19 e e e 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 3x5=- 3x5 3x5 WB= 15-7-9 14-5-95-0-9 1 70-9-8 I 14-5-9 b-7-06-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel,(18:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N1-0 44, TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, �i, 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=-4230/0,12-13=3519/0, c?' OV V1 1141, 13-14=3519/0,14-15=3519/0 t9 Afro -rO BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, .r O 19-20=0/3519,18-19=0/3519,17-18=0/19904, „, r N WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,425=987/0,4-24=0/813, -. 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 $rd ` � NOTES ' 4AN 49639 1)Unbalanced floor live loads have been considered for this design. 4' 0I ST 2)All plates are 1.5x3 MT20 unless otherwise indicated. 'ZONAL G 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. CSR 0 PR R°Fe, LOAD CASE(S) Standard �`Co EN�'I NE 9 �>144 '9 - 870 2PE. ,re y '0j,OREGO ti� <U 0 �4ls9ER 1 v� 1°6' ‘4..- HE¢ � EXPIRES:06/30/2015 April 22,2014 4 A ivARITM Near design raramersrs and READ 150115 CS THIS AND MIMEO 14I7EK REMEENtE PAS MIL 7873 arc 1/29/2111f Design valid for use only with Wink connectors.This design is based only upon parameters shown,and is for an individual bulding component. �r Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Betithersi nine OP)lamafsecisspecified,raoeesigrne es ate effective 06/011201.3 by At&C Job Truss Truss Type Qty Ply 5A R41832512 PL14-89 UP F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake.Oswego,Oregon - - - - ---- . 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014-Page 1 ID:j7axn4OsHnThIyaUAczwOszX 1 UY-F38??oLEj3_WyD 138oHeEY678o1 UJJY2y_uWcxzOQTw I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 IIII ■ 1 II I II 0 N NM =IF EEL A // 5 IA 4 3x4= 3x4= 1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "*` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTESy ©NIO p 1)Refer to girder(s)for truss to truss connections. 0007:07t �d� v�Ask 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 0 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C' ,` t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks toA. (} , ti G' N be attached to walls at their outer ends or restrained by other means. .-z-.• *a LOAD CASE(S) Standard rrf � . .,+ 49639 t qk 'IST1 ' S1ONAL '' 't�� DPRaP c., N i IVE F9 /� ' 'Z 87022PE of N 7 �f,OREGO ti� <v CI $'f`IBER A\ -\ USAVN A. H-2' EXPIRES:06130/2015 April 22,2014 e a WA.FRNL'FJ-Verify deign,acerae Ors and RE/0101ES ON MIS AN mclivEF)HT15(REFEREM.PAGE NIT 7473 sec 1,12512014 BEMISE -- 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPII QuaSly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informailon available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 Sfeusn Pint MP)ls,rrr arisspa ified.the.destiptnohow;arothose ettotixe 06/81/1133 byA SC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 11 1-4-9 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.553 I I 354 = 1.5x3 II 3x5= 1.5x3 II 1 2 358= 3 4 5 6 7 8 9 10 11 e ry e e e e e - �pXp 19 17 16 15 14 e 13 YZ 3x4 I I 3x6= 3x8= 355 = 3x5= 1.5x3 I I 3x4 = 3x4= 1-10-12 2 _ 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): f2:0-3-0,Edgel,f8:0-1-8,Edgel.113:0-1-8.Edoel,f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) IONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=2192/0,6-7=2379/0, 0C, O,v WASTh., r 7-8=-2379/0,8-9=1741/0,9-10=1741/0 (, t(, `W BOT CHORD 17-18— 0 let' 670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 r ( ',,, i �'Z N WEBS 9-13=408/0,2-18=-808/0,1-18=765/0,8-15=14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 4 NOTES rd 44` +i 4, 49639 4 1)Unbalanced floor live loads have been considered for this design. 94' I 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ,�> o P R OF' The design/selection of such connection device(s)is the responsibility of others. rj' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,4C0 �NGINEF c/0, LOAD CASE(S) Standard t2; 802P1` Wiz,• 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) (l) CV Vert:1=-304(F) p 'OJ, OREGO c1,fl Q1U �' � C' IER1 ‘' RS 4 He RSP EXPIRES:06/30/2015 April 22,2014 1 WAkNL -Verify deuignparamemrsted 8EA/iNOTESONTN.SAND ThE31 E0MIMIC AEFERFNt TASEMa7473res1/29/261&8 REUSE Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M��e�C, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TP11 Qualify Crlieda,DS8-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 ir5�aumms ePine ISPIltromisspec�ed,t eetesrgr�rusesn:,� aeffective /O3J2O1SlegALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference(optional) - Pacific Lumber 8 Truss Co., 'I n'a Oswego;Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr211559;01 2014-P+Ige-1- ID:j7axn4OsHnThlyaUAczwOszXlUY-BRGmQTNUFgFDBWSSGDD.:SJzBSbchq ApLQlNdhpzOQTu 2-6-0 I0-5-10 1 1 1-2-0 I I 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e e ... .„777_,,, e 0 N N e e 1C(\X�� e e 9 8 3x4 = 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 14 -10 4j6r 8-6-8 I 3-1-2 0-1-b 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edge),19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'ONIO >4 TOP CHORD 2-3=732/0,3-4=732/0,4-5=732/0 1/r BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Oc7 {)v WAse WEBS 2-10=736/0,2-9=37/269,5-7=718/0 Ci NOTES i \''' i 1°'-' *)6 )6 v 1.. VI 1)Unbalanced floor live loads have been considered for this design. 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • r 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 id 49639' t be attached to walls at their outer ends or restrained by other means. (30it *G73' V LOAD CASE(S) Standard SS40NALO t�Ep PROF,. • PE 2 i >" Nf y� Aj, OREGO cL©,....41i EXPIRES:06/30/2015 April 22,2014 $ t A ,Ma-Verityrtes#ga;aaatsxersand READ NOTES ONIHISAy mum MIRK REFERENCE MEMIT 7473mg.1,/Z3/2014 BEM t/SE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual butding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A-���• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - MiTek fabrication,quality control storage,delivery,emotion and bracing,consult ANSI/TP11 Quality Crieria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 a Selltheril Pin*tsT*%lumber is c t<nhe design ilataelens zt>os$ event*06/01/3015 byA€se Job Truss Truss Type qty Ply 5A R41832515 PL14-89_UP FOS Floor 1 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 9on 7.510 s Jan 13 2014 MiTek industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX 1 UY-feg8epO60_N4pgl epwgLrAjdNO2oWfDVey6ADGzOQTt I 2.6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.553 I I 2 3x4 = 31.553 II 4 3x4= 51.553 II • N N e a e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3r2- 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 11-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,18:0-1-8,Edciel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONIO TOP CHORD 2-3=-362/0,34=362/0 47 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 acj d WAS WEBS 2-9=-456/0,46=424/0 NOTES fY f i G21 tT) 1)Unbalanced floor live loads have been considered for this design. t4 2)Refer to girder(s)for truss to truss connections. r 14 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. -r/ 111 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, "d� 49639 q` 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9,4 +QGrST be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard s'1ONAL � ���tiO PROP .�cp � GiNFF� /O `t 870 2PE v- CP no y 'oj, OREG N 95) ZU '90, �4IaER 1'\ Ss A. HE � EXPIRES:06/30/2015 April 22,2014 e _� i AiAIINIM2-Ver.'tydesign;araaryrsand READ lotTES OHTHIS AND f 3IMED1I7EYrsEFOlE Er' 8/17413rex I/15/2014S '3Et E Design valid for use only with Mifek connectors.Thu design is based only upon parameters shown,and is for an individual building component. � Applcabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ekw erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control storage,delvery,erection and bracing.consult ANSI/TPl1 Qualtly Crieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Hei If Southern lsina(5pl to nher it epecifiacf,the design aekuu are those-efiaxtive 0G/O11201:3 by MSC 9his,CA,95610 Job Truss Truss Type Qty Ply 5A R41832516 PL14-89 UP F11 Floor 2 1 Job Reference(optional) Pacific I iiiiih<-r 8 Truss Co., -Lake Oswego,Oregon 7.510 s Jan 13 2914 Mif k lr'Austries,bu.:-Mon;Apr 21153892 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-festistopO60_N4pg l epwgLrAjc201 vWd_Vey6ADGzOQTt I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 o N N e • e e XX e e 1C: 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4T6-2 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-11-6 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edae1.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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. 44, REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1�OI�LO TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 �,�` BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 {) Q1 S '�j iv WEBS 2-10=757/0,2-9=28/290,5-7=737/0 G i4' 0i 7� 4' Via" G• NOTES 1. LA 1)Unbalanced floor live loads have been considered for this design. J+ ; N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 14, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 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 ,i649639 Lk be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard O 'S:IQ G S NAL. \N d PROFS '� 8 • 2PE � ti- 7 mai`OREGO ,f) 41., '�$ER - R9A. H SP EXPIRES:06/30/2015 April 22,2014 a 4 ®[awes-Wray design parameters sod RENS I' IFS ON fliTSAND I71ll/O€0MITFYFIFEP0?KIPAGE MIL 7473ter.125/2.Oi B ELl Design valid for use onty with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. 11M 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 ony.Additional temporary bracing to insure stability during construction is the responsibillity of the M�1�@k� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,0SB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISP)lumber isntesl ck,the design venues are tiaraeiecttssaoG/o%.l2013byALBC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 6 1 Job Reference(optional) - Pacific Lumber S Truss Co., Lake Oswego,Oregon - .. . - 7.510 s Jan.13 2014 MiTek Industries,Inc.Mon Apr.21 15:39:03 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF_Vetcskli±OQTs I 2-6-0 I I 2-3-5 i 1 1-2-0 I I 2-4-11 I Scale=128.7 1.5x3 II 3x5= 1.5x3 11 3x4 = 1.5x3 II 1.5x3 11 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 A I. / — 4144.41 e \ e e / - -e a -' e e 1� 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 160-510-1113 11-3-1311 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(XX): 110:0-1-8,Edoe1,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONIO N, TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=2549/0,6-7=-2549/0 �i, BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 & Q1 V1f WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 Cl, 1„ ' NOTES G �) 1)Unbalanced floor live loads have been considered for this design. l,-4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. ti.f ` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,rrr 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 "'4, 49639 t be attached to walls at their outer ends or restrained by other means. 94,„A.6 iST R LOAD CASE(S) Standard ,s,410NAI G 90 PROP? ,cp NGINFE� 6'/0 - 870 2PE y 41. . -0i., OREGO OI 0 ' 8ER ©S A_ Her, EXPIRES:06/30/2015 April 22,2014 I AWPAI(PIWS Veryydesign parameters and REAP!MESON THIS AND I'4GttrEEDMTV(REFERENCE PAGE MIT 7413reg.1`15/20IdOff—DA ISE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the s��TQ'+* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - 1X1 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,051-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informatton available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Cams Heights,CA,95610 ifSout errsPlowf3Pjisrmberisspecified,theaesga:afuesare1t ectt�rer gos/2On. by MSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 8 1 Job Reference(optional) Pacific Lc,Wrier&Truss Co., Lake Oswego,Oregon .. 7.7310 s Jan 13 2014.Mitek Industries.Inc.Mon Apr 21 15:39:04 2014 Page 1 .. - - ID:j7axn4OsHnThIyaUAczwOszX1UY-cOxu3VPNYbdo2 B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I 1 1-4-11112_I 1 1-2-5 1 2.6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N \ e e ^ e eii- 1- 15 14 13 12 3x4= 356 = 3x5= 354= 4x4= 354 = 14-3-11 I 13-1-11 113-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): F12:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 030N10 ift TOP CHORD 2-3=-2664/0,3-4=-2664/0,45=3503/0,5-6=-3503/0,6-7=-2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 007 fli WASj3r3 *y, WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, {,f At{ KQ l+ 6-13=-853/0 "y / G� Yrri k NOTES - ./ N 1)Unbalanced floor live loads have been considered for this design. IN. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. , r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'do, ' 49639 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 Q� czs ° be attached to walls at their outer ends or restrained by other means. �+ '4ONAL LOAD CASE(S) Standard 4,,-.R1/40 „ -1 cO PRQp . 1.c�\cp N- • /0�p 87022P, r” t cv Av y Aj,OR GON ep,„41,/ 0S A. H R�P EXPIRES:06/30/2015 April 22,2014 r / AWAP4L -Writ fdciignpaameiursand READ NOTES ONTHIS AND IM MIMED KM(REF EAEAKEP/l Ma7473rex1/25/ZSSsBEMUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the T �k^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Qua81y Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 tel Inhere Pine WI )available isspe ed thhelnstdeigex8 are theseeSue^ect-We T%/OS/ 3 lay MSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832519 PL14.89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon .. - -- - .--: -- . 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 .. 10:paxn4OsHnThlyaUAczwOszXIUYcOxu3VPNYbdo2 B1xLspxbpv4peR_UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 I I 1-2-0 1 1 2-53 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • e e 0 N — 11111111114111111114111111111111114114.11111111111 -. o e o- '� e g 1 11 10 9 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(XX): 16:0-1-8,Edciel.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012I P12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -"ONIO ''- TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 Ocj R/ASji WEBS 2-12=994/0,2-11=0/571,410=443/3,6-8=1277/0 G �t{r ¢ •ilf' ►'CSG NOTES re E " C- 1)Unbalanced floor live loads have been considered for this design. -- 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, er 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 49634 4ti be attached to walls at their outer ends or restrained by other means. (� � IST> 4.:LOAD CASE(S) Standard SNALG '. O PRop- Ca tkoIN4-A. /0 870 2PE ri) 04 y "5,OREGO; c 0 'OBER 4\ " EXPIRES:06130/2015 April 22,2014 i t AM5-Ver'yriesi3npu,'so:torsuedArEAS)hCTESONTNISAM L EOMIR(REFERENE346EMil.7773tris1/1512131ES :3tlEtISE ' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M�Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suile 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pira ISP).to ober is specified,the efe-sige v41£1/es are those e44M4ostrve 06/O1/2642:3 byA SC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) -- Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-YP3fTBRd4CtWH IKP2mvHODuKrOQGRS_4za4OM1 zOQTp 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 r 5 4 3x4= 3x4 = 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc puriins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 yTONTO NOTES 04? O1 G4f1�$jli, r 1)Refer to girder(s)for truss to truss connections. (, Y 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (70 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 r t'1 be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "a ' ,0 .4$ 49639 q, LOAD CASE(S) Standard „((, IS7ER 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00S�NALG Uniform Loads(plf) Vert:4-5=10,1-3=100 Concentrated Loads(Ib) Vert:2=188(F) P R <• :€o pF�ss ���5• Nc�'iNFF � 87022P, s. �-0>, ORGON95) �/ Cb BEFt A. He EXPIRES:06/30/2015 April 22,2014 A WARMM3-Ver//ydesign;aramemrsand READ NOTES CHdTHIS ANLINGUILE0MITEKREFERENCE PAGEMTI7473rrc1/2/20108 8EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the l�'�� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY! fabrication.quality controL storage,delivery,erection and bracing.consult ANSI/TPI1 QuaMy Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 if r nee(IP)henbeeit c the aesgevarrasa c te06/01/aoa3beMSC Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon - -- -. --. 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 1539:05 2014 Page.1..... --.- - - - ID:j7axn4OsHnThlyaUAczwOszX1UY-4CVHGrQ7Jvlfg81DV2O2TpL6KD22izQxKwLrgbzOQTq I 1H6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 ee o- e cs a N N • 10 9 a 8 e 3x4 = 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 I 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edoe1.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONi° TOP CHORD 2-11=926/0,3-11=926/0,34=926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0CP Q1F GJA WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5 8=0/303 {,r RRA", 0,), NOTES t " ', rtl ta 1)Unbalanced floor live loads have been considered for this design. 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. i 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,f r 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 t 49639 ;V be attached to walls at their outer ends or restrained by other means. QISTER 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �`--toNAL-e, 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � (� P ROFF Uniform Loads(plf) �, ls Vert 7-10=-8,1-6=-80 �G GI"FF9 u Concentrated Loads(Ib) c.; 1 Vert:11=-169(B) 87022PE r- / SUCVt 5. 1(‘�-5,OREGO rpECl ' 0MiER i' ,�© QS A. Her, EXPIRES:06/30/2015 April 22,2014 f 111 A WWI.V/y design pamirkrs and READ WITS ON MIS AM MIMED MIRK REFERENCE PAGE Mdb7 473 tes 1,129/2014 Wrl,E 0".. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. « Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYi�lP,.�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 R. fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/MPI1 Quality Criteria,DSS-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11Seutisetre Pint lSPytvrrtber Isere e4„the design trairabS are:tihase effective06/OIjzOi3 by.AMSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. iiApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 hillig lio 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I MIMM ., p bracing should be considered. rr F , O 3. Never exceed the design loading shown and never dstack materials on Inadequately braced trusses. O° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-1/4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that yresents values as/ Indicated by symbol shown and/or SYP re AWC in the 2005/2012sNDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1111 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■� reaction section indicates joint III In III 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mg 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. Ire e BCSI: Building Component Safety Information, \I1 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'-0' AR1 AR1 — N N • /■ J2CNN J2 ■ J3C \ J3 N J4 J.SG N iik : \ , , , , , J5 J — -- 7:12 . J6 J7 _IKkilM ► J7 J8 E. J8 J' • m I J9 J11 / ' / i , °° • ._ J10 •J11 a 1 J11 I. 4 CC r J. I. .. - -- it J' . 14-12 J7 - 14:12- 4 a - . J6 7:12 a • J12(10 _ J13 (5) - - HGUS26 F- 14:12 IHUS26 . \ .. 1 li1. .. 1., NClC1 .L 7. CONFORMS TO DESIGN CONCEPT / r' ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT o CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN 11- ICONFORMS TO DESIGN CONCEPT WITH El NON-CONFORMING-REVISE AND RESUBMIT I❑REVISIONS NOTED NON CONFORMING REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 20'-6' , ai ' sEi^i ukc R 1A S a nsx 9 ort as h. R� RE WITH THE DESIGN CONCEPT ONLY AND OES NOT RELIEVE THE ,J„ � I FM�a �.;� s.c++csa r�=7..V4= FASP.ICATCRIVE{DOR OF RESPONS:BILI Y FOR.CONFORMANCE WITH THE Q401Y-0 -{I '�`'� IT F' L:..1�� 1 PP FR TKS ee `ee'NI G DESIGN DRAWINGS AND SPECIFICATION ALL or an Lr. wr Palvrc_TT ; By Alexa Fukui Date-,_9J22 ie OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS• MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC t ©Copyright CompuTruslnc.2006 &UIWNK: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 TLACEMENT ONLY.REFER TO RUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS DESIGNER/ENGINEER EER OFFURTHER a Umber PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR AU.NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEERRWAND OF RECORD TO & TRUSS Com PA N Y 5-A / A-A CHECKED BY: REVIEWANDEPROF ALL DELIVERY LOCATION: SCALE- REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,2T. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 40'-0' i �P N N I '--• = J1 – -- –41 J2 –- t –J2C J3 – – • ( – , J3C J4 �; J6 :12 �` J6C J7 – – ` J7C� J8 _ i . R. i J8 J9 _ _ 3 i C',4 c2 — J9 J10 .--__. / m , y i m/ / J10 N J11 __.–___ ..�, J11 4 dr � J10 ti J9 144 12 ...- J8 L____. i i – – – J7 7, 12 -- ,— J6 .. A 4 a t. ._ J12(10) r • J13 (5) 14: 12 rauszs �(2) Huse �b k 1b (2) le J13 EZZAD 1 v N Cl of } 12 - tii ' A!• CONFORMS TO DESIGN CONCEPT N CV =. . GARAGE LEFT El CONFORMS TO DESIGN CONCEPT WITH 1iiiSIONS AS Ski WN ®CONFORMS 70DESIGN CONCEPT ❑ N a CONFORMAG-REVISE AND RESUBMIT ©CONFORMSTO DE SI GN CONCEPT WITH THIS SHOP DRAZ'i'ING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVtSRJNS NOTED � 0 NON-CONFORMING-REVISE&RESoeMR RITH THE COSIGN CONCEPT Oh LY AND DOES NOT RELIEVE THE Y. rc 81.R E s. ,if x ;1 40'�u FABRICATORVENDOR OF RESPESFBILITY FOR CONFORMANCE WITH THE V ,, P -UUU DESIGN DRAWINGS AND SPELTFICATIONS ALL CF WHICH HARE PRIORITY ,v r - ,,SFif - TriMi rex-. xya 1 M. .S^E > _ OVER THIS SHOP DRAWING. CGN RACTOR SHALL VERIFY ALL DIMENSIONS. ter,V.N Ss.a.x n.. By Alexia Fukui.—.--_Date Rf L1.H MILBRANDTARCHITECTS By: Todd R. Eaton Date: September 19. 2014 CT ENGINEERING eto (ghtCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENTNLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS NER/EN NEER FURTHER Pac__l_ 1L'ifi � � INFORMATION.BUILDING PLAN 5-A COFFER DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: D/�AH/N Qy;Jp REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5-A / A-A CHECKED BY.' REVIEW AND APPROVE OF ALLCOMPANY 4 DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TRUSS . 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if I necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ok 4b,'‘)'*1 4.w �f Yi . 4% ), " i - i 47 tk i p�o; 3" p to 61. #tY f .:;* Lr v. I''/4 '- EXPIRES 613011 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2-10=(-799) 2686 3.10.(-300) 336 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2- 3= -3018) 1136 10-11=(-562) 2250 10- 4.(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885 124111-12=)-258) 1671 4.11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5=(-460 1077 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255 1147 13- 8=)-834) 2444 5.12=(-46O) 1077 IC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -7361) 574 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: p 24.0" 24.0' LL= 25 PSF Ground Snow (Pg) ConnectoC,CN,C18,CN18te(orrrno1prefix)) =designators: BOTTOM Inc LIVE OLOADORD CHECKED FOR A 20 PSF AT LOCATION(S) SPECIFIEDLBYITED IBC STORAGE1 . LOCATIONS REACTIONS REACTBEARING MAX VERT MAX IIONS SIZE SQQUIRED BRG IN. (SPECIES)) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50' 3.31 KDF ( 625 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 'GOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.167' @ 17'- 11.0" Allowed= 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed= 2.858" MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0' 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0' 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 M-4x6 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5 '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), {I` load duration factor=1.6 M 5X8(S) Truss designed for wind loads in the plane of the truss only. ,77 0.25" 0M-5x8(S) +? oc 0 oi o M-1.5X3,11(\ /' , M-1.5x3 v \ i O O i;) ! A - w N. - A I'')I'')0 2 10 11 T fi 1� 13 8 0 M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 8-11-01 8-11.15 7-11-08 8-11-15 8-11-01 J, y y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME : 5-A POLYGON NH - 62 Scale: 0.1445 i7I9�� N I`'� WARNINGS: GENERAL NOTES,unless otherwise noted: l'y0 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 7,9211*P E t' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ VI it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 'OREGON (V SEQ. : 6037152 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„ V y Otho A., TRANS I D: 406556 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 Q 1 4 2 `E fabrication,handling,shipment and Installation of components. necessary. I 6.This design is furnished subject to the Imitations set forth by7.Designlatesassumes adequateated drainage iso pr truss,sa. `'�/ '�tri`��„ 111111111111111111 II II g 1request. 8.Plates shall be s coincide ithjoint center Ines. don both faces of and placed so their center r'1 I IIIb VIII IIIb VIII VIII VIII IIIb(III MiTPe USA,lnC./COfIlpulrus INVTCA in BCSI,copies of ISONW8re 7.6.6(1 L Ech will be furnished n 10.Forlinbasic connectorplatedesign values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 HUAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 I. 2= 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2- 3= -2998 1127 9-10=(-607) 2217 9. 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865) 1232 10.11=(-267) 1637 4. 10=)-737` 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=(-584) 2045 10- 5= -460 1077 LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2229) 1164 12- 8=)-829) 2355 5-11= -450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DLON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11. 6= -713)) 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6-12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) pBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18t(((orrrno1pr1)designators:puTrus, Inc LLOIVEOLOAD OAT LOCATION(S)R SPECIFIED LBYIIBC STORAGETED 1 . LOCATIONS 0.0" -380/AC2064V -30TIONS 2/ 316H 5IONS .50" 3.30ZE N KDDFP1C6251 M,M2OHS,M18HS,A116 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF 625 JT 2: Heel to plate corner = 2.25" ** For hanger specs. See approved plans ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036' @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= -0.163" @ 17'- 11.0' Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 21-07 08 not exceed 19% at time of manufacture. T T Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. '1 T '1 'f '( '( T Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 I/ M-4x6 \I 7.00 load duration factor=1.6, Truss designed for wind loads 5 4.0 in the plane of the truss only. \/ M.3x M-5x8(S) M-5x8(5) 0.25" 0.25" to +\ t75 4 M-1.5x3 ui A o � 9 1011 12 8' o 2 � X * �0 M-3x8 M-3x4 0.25" 0"25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) ), y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 1- 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 ,v. PRo�`s Scale: 0.1411 cJ ,1,...VGIN `�/ WARNINGS: GENERAL NOTES,unless otherwise noted: E4•r v /4G+ f ! -s7 0 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 T 9 0 I�E 1"'" Truss: B 1 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. d f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. " ' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) `: tr 4SEQ. : 6037153 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "S7L OREGO�\b �4,, non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, TRANS I D: 406556 design bads be applied to any component and are for"dry condition"of use. .� 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If 1 tt fabrication,handling,shipment and installation of components. necessary. �}- F } L fJ,Q' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 'r/ IIIIIII IN IIIA II II IIII VIII VIII I111 IIII 9 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCS),copies of which will be furnished upon request. Tines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11=(-1431) 2572 3.11=1 -152 192 15.10=(.182) 108 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2- 3= -3025) 992 11-12.(-1288) 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875 987 2.13=)-1034) 2330 4 .12=) -445 367 2x4 OF STAND A; LOADING 4. 5= -2453 910 13.14= -850) 2024 12- 5= -216 868 2x4 KDDF @1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 14.15=) -541) 1259 12- 7= -443 150 OL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9= -1563 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9-10=) -141) 157 14- 9=) -329 1300 9.15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 625) OVERHANGS: 24.0" 0.0" 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ) 625) M-1.5x4 or equal at non-structural , , r. •,r r. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL= -0.043' @ -2'- 0.0" Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL= 0.165' @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does '("( not exceed 19% at time of manufacture. 19-11-11 23-06-09 T Design conforms to main windforce-resisting ( T 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11.13 7-00-01 system and components and cladding criteria. T T '1 '(T T '1 T T Wind: 140 mph+ h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15 09-12 load duration factor=l.6, '' T Truss designed for wind loads 12 in the plane of the truss only. 7.00M-5x6(S) M-4x6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 y y�+ 0 1e0 0.25" / / 0 `r' M-1.5x3 V + i\ 0 + 01 1 0 . 11 12 T 13 '' )4 13* 'M-3x8 M-3x4 0.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH3 \`` G PRQF��,( Scale: 0.1504 �2 Z ! /�# WARNINGS: GENERAL NOTES,unless otherwise noted: �� �r /7! `7 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 T 92.$P and Warnings before construction commences. building component.Applicability of design parameters and proper r Truss: AH 3 Incorporation of component is the responsibility of the building designer. 2.2x4 conal ession web bracinmust be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7/04...171:70:0 a {(✓ SEQ. : 603 7154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, ,G,. \ design loads be tippled to any component. and ere for"dry condieon"of use. ^t- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� fabrication,handing,shipment and installation of components. necessary. �[. Prs Po 7.Design assumes adequate drainage is provided. C. y LL 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center INVTCA in I,copies of s 11111111111111111111 1111 11111 Ell 1111 eft MTiTpe USA,Inc./CompuTrus S(Software 7.6.6(1 L)-Z request. 10.Forlinbasic connectorde with oiplate design values see ESR-1311,ESR-1988(MiTek) nt center Ines. 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1431) 2572 3.11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND;R SPACED 24.0" O.C. 3-2- 4=)-2875` 987 12-13=I-1034 992 11-12= ) 2330 2429 11-4.12=) -445) 296 367 2x4 DF STAND A' LOADING 4- 5= -2453 910 13-14=) -850) 2024 12. 5= -216 868 2x4 KDDF #1&8TR B LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 14-15= -541) 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON, 8- 9=(-1563) 594 8.14= 966 497 LL = 25 PSF Ground Snow (Pg) 9.10=) -141) 157 14- 9=) -329 1300 9.15=(-2078 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0° -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0' 43'- 6.3" -259/ 1936V 0/ OH 5.50' 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc ICOND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacina.l M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165' @ 15'- 9.7' Allowed = 2.130" MAX TL CREEP DEFL = -0.296' @ 22'- 6.6' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. ff 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'r I I TT 1 1 1 1 A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), toad duration factor=l.6, 15-09-12 Truss designed for wind loads 1' '( in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.0017 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 y y�+ 9 10 -/ 4 0.25" 0 + + o Ch M-1"5x3 + + +I 8 d, .... 0 A 0 2 r 11 112 ( 13 'r 1: 13* -/ M-3x8 M-3x4 0.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) J., b / / / y y 7-11 7-06 9-05-08 9-03-12 9-04 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 .k PRQ��0,s Scale: 0.1504 /iNy �pip ( WARNINGS: GENERAL NOTES,unless otherwise noted: 4'. 1f7 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 (t' '92 0®P c C. C'- Truss: AI-12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shovm+, 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es pywood sheathing(TC)and/or drywell(BC). ,.•.- '1111111", DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `l1 C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON le„/SEQ. : 6037155fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, �, 4r Nb design loads be eppied to any component and are for"dry condtion"of we. / -�}. 0. TRANS I D: 406556 5.CompuTrw 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 fabrication,handing,shipment and installation of components. necessary. /�� 7.Designlatesassumes adequate drainagecioprovided. "'� Ry�\„ 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII II IIII VIII II II IIII IIIITPIAMfCA in BCSI,copies of which will be famished upon request. lines coincidewith joint center lines.. 9.Digitsi indicate size offpplatete in Inches. MiTek USA,InC./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2= 0 114 2-11= -1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 DF 2400F T1 2- 3= -5879 1836 11-12= -1642 4872 3.12= -366) 286 16.10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -5549 1990 12-13= -2387` 5968 12- 4=) -428 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14= -2428 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF 2x4 KDDF2x4 DF TAND STUDBC BC UNIF LL(TC UNIF LL 100.0 0.0)+DLI 40.0)= 128.0 PLF 40.0 PLF 100'- 0.0" TO 43'- 6.3" V 7- 8=(-5543 2379 15-16. -1257 2945 17.14= -967 166 ) 519 8- 9=S-3514 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=) -100 112 R-15=).2455 1086 BC LATERAL SUPPORT <= 12"0C. VON. 15- 9= -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC VON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF ( 625) 43'- 6.3' -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625) OVERHANGS: 24.0' 0.0' ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc soacinn 1 Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MTseries MAX TL CREEP DEFL = -0.039' @ -2'- 0.0' Allowed = 0.267' ** For hanger specs. - See approvedplans MAX LL DEFL = 0.290' @ 19'- 5.3" Allowed = 2.130" 9 P pP MAX TL CREEP DEFL = -0.569' @ 19'- 5.3" Allowed= 2.840' MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8' MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph+ h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Y ads 5-11-14 5-05-02 0-06 only. 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind so in the plane of the truss 11-09-12 f11,640# 12 M-7x8(S) M-5x10 7.00 I , 5 =M-6x6 0 �5" =M-66x6 =M-10x10 M-3x6 d MN y MN -_ 0 ' M-3x4 0 + \/\/\ ; + o ui .4 A A o -4 ` 00 r o •-4x12 0 2 11 12 14 14 15 1e* - M-1.5x3 M-3x10 u.25" =M-4x4 0.25' M-4x10 =M-8x8(S) =M-10x10(S) y /, y /, 1, /, y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 ,<<, PR°pe s's Scale: 0.1519 ti`g/Gz ,/�(7p �( WARNINGS: GENERAL NOTES,unless otherwise noted: �Lt ' -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '4 . T. 9200 PE 1'' Truss: AH1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f C 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^p OREGON ((f SEQ. : 6037156 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, ,.,. 1 t\Qr A.design loads be applad to any component. end are for"dry condition"of use. / -7 k. 2p i,TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsib lny for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 V� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. e>I R,``„ 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III)IIII)IIII(IIII I III I II III IIIITPIMfrCA in BCSI,copies of which will be furnished upon request. git coincidewith joint centerlines. 9.Digits Indicate size of platete Iinches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31 i2015 111001111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41$BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF 0FBBB5 R; SPACED 24.0' O.C. 3. 4= -3073) 1544 11-12= -1139) 3226 1177 12-14= -797) 2720 12.14=) -506)0 348 2x4 KDFD 2400F TR 350 WEBS: 2x4 KDDF STAND; LOADING 4. 5= -2541 1132 13.15= 0 0 4.14= 567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2298 1240 14-15= -626 2374 5.14= -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5.15= -1419 749 TC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2812 1243 16-17= -595 2048 15- 6= -558) 995 BC LATERAL SUPPORT <= 12"OC. UON. 8. 9= -2957 1138 17- 9=) -836) 2403 6-16= -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=) 0 114 16- 7=) -722 578 OVRHANGS: 24.0" 24.0" 7.17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CCompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS, 16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625 JT 9: Heel to plate corner = 2.25" 43'- 9.5" 378/ 2067V 0/ OH 5.50" 3.09 DF 670` ICOND. 2: Design checked for net( pcf)�tplift at 24 °oc s ap cine I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 8.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200" T MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0' 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.C' 7.0017' M-4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting M-5x8(S) \` M-5x8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, n All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0,25 load duration factor=1.6, r Truss designed for wind loads f- in the plane of the truss only. 0 M-3x4 c:, M-1.5x3 M-3x4 3 AillbIL ..9 M-4x6 �_ I M 5x6 M-3x4 012 15 ,/i=n6 17 9 c o M-4x6+ 25 0 2.75 2.04 c:.M-4X10 M18HS-5x16(S) 12 12 yy J' yy y ) .1 2,-05-0 5-10-08 6-02 011.1 10-04-12 8-11-15 8-11-01 y y , y-05-08 12-00-08 100-04,k y10-04 27-05-04 ,2-00 y2-00. 14-06 29-03-08 y y 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - 63 ,<..(x"• - PR OPE' Scale: 0.1309 5 • GryINga /� WARNINGS: GENERAL NOTES,unless otherwise noted: 4;,r�J v l(r�Gr/ -y 0 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 '' .792 •PE r" Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown L. 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 ouppow DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. -fs n C' 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. OREGON f, SEQ. : 6037157 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, Ty 70 ^V design bads be appied to any component and are for"dry condition"of use. / ,5�}„ �� �. TRANS I D: 406556 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 a 14 2 �� fabrication,handbag,shipment and installation of components, necessary. �`" 7.Design assumes adequate drainage Is provided. r� ` 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so theft center t'l 4. I VIII I III VIII VIII VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Inas. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22-13=( -87) 221 BC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2- 3= -3891) 1497 15.16= 931 2763 15- 4=(-277 430 13.14=(-2471) 843 WEBS: 2x4 KODF STAND; 3- 4= -3508) 1481 16.18=( -757) 2413 4.16=(-342 253 2x4 DF STAND A LOADING 4- 5= -2938) 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18-19= -556) 2143 5-18= -543 368 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 19-20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 6- 8= -2026) 1048 2U-21= -542 2142 18- 8= -92 159 8- 9= -2115 1045 21-22= -720 2182 19- 8=(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914` 992 22-14= -818) 2248 8-20=( -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12= -2294c 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21-12= -434 341 OVERHANGS: 24.0' 0.0' 12-22=( -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625 Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDOF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series (COND. 2: Design checked for net(-5 pal) uplift at 24 "go spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" T T MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267"4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX TL MAX LL DEFL = 0.174' @ 17'- 8.5" Allowed 2.130' CREEP DEFL= -0.335" @ 22'- 10.8' Allowed = 2.840" 2-07-04 4-04-07 0-0�4-15� 5-05- 12 0-0�4-15 5-01-08 (( ( 1 I T MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does T I I T not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00 V Q 7.00 system and components and cladding criter`:a. M-4x6 M-4x6 M-5x6S Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE'7.101 M-5x6(S) 7 8 9 ' M-5X6(5) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), load duration factor=1.6 0.25" „ ingss thedplaneed offor thewind trussoads only.0.25 v I +2 o M-3x4 ,.- I & \FI ++' I/+I \ c,l.5X3 CO CD ,�� M 2 M-5x10 16 0 17 19 20 ICA22 14* M-3x4 - M-4x6+ o M-5x10 M-3x4 0.254 M-3x4 M-4x6 0 a 2 75 1.89=-- M-4x8 M-5x8(S) 12 12 ; )' )' 1-90112 , y y y y 2-05-0$ 6-06-10 5-05-14 11108-02 5-07-14 5-05-12 7-06 7-07-12 y Y-05-018 13-01-04 , 2-00 25-11-08 y y 14-06 29-00-04 y 2-00 43-06-04 ���,�D PR Q45,, JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 w. `�` I2G /0� WARNINGS: GENERAL NOTES,unless otherwise noted: 3n /plc• ',. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4. *P E r and Warnings before construction commences. building component.Applicability of design parameters and proper. Truss: BH 3incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at # 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ae„1aa.^.; DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,._'`"gym!- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ai f�' SEQ. : 6037158 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. F'�/ �/_OREGON , to 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. design beds be applied to any component. and are for"dry condition"of use. Y 14 �yA TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oacessa full bearing at all supports shown.Shim or wedge if 0, 0 4 V` fabrication,handling,shipment and installation of components, ry. "'R.;R R`O- � Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedpon both faces of truss,and placed so their center 111111 III 11111 IIIII 11111 11V IIIII IIII IIII MiTekTPI/VVTCA in USA,lnoS/CompuT I,copies of S wh(Software 7.6.6(1 L)Z request. 10.Folinr s coincide vnth joint center lines. 9.Digbasic connector plate design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES:12131/2015 111111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22-13=( 87 221 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3= -3891) 1497 15-16= -931) 2763 15- 4.1-277 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508 1481 16. 8=) -757 2413 4.16=)-342 253 2x4 OF STAND A LOADING 4- 5= -2938) 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5-18= -543 368 IC LATERAL SUPPORT <= 12"OC. UON. DLON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026) 1048 20-21= -542 2142 18- 8= -92 159 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 1992 22.14=( -818) 2248 2182 18-20=9- ) 493-93 2 265 65 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9.21= -495 193 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0' 12.22= -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KDOF ( 625) *" For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18b MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.174' @ 17'- 8.5" Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL= -0.335' @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 1X08-13 4.07-09 5-03-08 4-10-08 f MAX HORIZ. LL DEFL = 0.095" 6 43'- 0,7` T f ff f f ff f f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5.01-08 NOTE:Design assumes moisture content does 'f 'f 'f 'f i 1 'f '' 1")' 'f 'f not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting I T T f system and components and cladding criteria. 12 M-4x6 M-4x6 12 8-5x6(S) 7 M-3x8 M-39x4 1'1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 7.00(7 M 5x6(S) Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" / Truss designed for wind loads 0.25" in the plane of the truss only. / stt 2 M-3x4 o +' +1 +t 3x5 M-1.5x3/ M-1.5x3 M 4x6 '� 1�Nh - .. = __ O / 2 ' 5 M-3x4 0 17 19 20 22 14" cp M-5x10 O M-5x10 M-3x4 0.2� M-3x4 M-4x6 0 M-4x6+ M-5x8(S) -.2.75 1.89 vM-4x8 ( ) 1 p12 y 2 y y 1 Q0 2 7 1- y 1- y y-05-0j 6-06-10 5-05-14 1108-02 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 , 2-00 25-11-08 y 14-06 29-00-04 y y 1 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH2 �, o PRpc SA1 Scale: 0.1286 t.1 GINE. -/ X02 WARNINGS: GENERAL NOTES,unless otherwise noted: tC! 1 /H IP 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 It. 79210PE c' Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE a the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �. DATE: 8/22/2014 the overall structure is the responsibility of the buil dng designer. 3.2x Impact bridging or lateral bradng required where shown++ ♦ >�• SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -S! OREGON ' 4., SEQ. : 6037159 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, G- V A. TRANS I D: 406556 design loads be applied to any component and are for"dry condition"of use. 8 / }.• V +�.. 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If ��y fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. `�RIO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII I ll)III VIII VIII)III I'llTPINVTCA in BCSI,copies of which will be furnished upon request. gigs cndicat with jof t plateain Inches. 10. inr Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits9. Trbasic connector plate design values see EOR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366)) 299 278 2x6 KDDF#18,BTR T2, T3 6287 BC: 2x6 KDDF #18BTR LOADING 3- 4= -6514 2010 16 -17o)-1666) 172 5567 16. 4=) 0) 178 13-22=( 0 37 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17.18= -2003 5967 4.17= -494 262 2x4 DF STAND A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6= 0 0 18-19= -2095) 6120 17- 5=) -631 2092 2x6 KDDF STAND B TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7= -5197 1853 19-20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9= -5957 2233 21-22= -1418) 4762 18- 8=( -19) 222 BC LATERAL SUPPORT <= 12'0C. UON. 9-10= -6194 2281 22-14= -1415) 4765 19- 8=( -779) 384 TC CONC LL( 500.0)+0L( 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1699 19- 9= -541 281 TC CONC LL500.0)+0L( 140.0). 640.0 LBS @ 31'- 6.2' 11-12= 0 0 9-20= -282) 337 NOTE: 2x4 BRACING AT 24"OC UON. FOR 12-13= -5572 1920 20-10= 89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50' 6.02 KDDF 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series kR For hanger specs. - See approved plans (GOND. 2: Design checked for net(-5 nsfl uplift at 24 "or, pacing) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8' Allowed = 2.130° MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed.= 2.840" MAX HORIZ. LL DEFL = 0.150' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249' @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06-10 2-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 'Z-02-1 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting .- ,- .- 1' . .. .' f 1. f f system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph+ h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 640# 040# load duration factor=1.6 12 12 Truss designed for wind loads M-3x5 M-7x8(5) in the plane of the truss only. 7.00 M-5�C12 7 M-3x4 9 0.25" 7M-4x4 11 M-5x10 Q 7.00 '- M-3x4, v /\11/F\ M-3x4 o M-3x8 illr °O M18HS-3x18 '_ M-7x12 K:M-8x8 M 3x4 M-4x8 =M 8x8 19 0,2 M 3x10M 1225x3 1v o M-4x6+ M-4x6+M18HS-7x14 a 2.75 2.75.- -M-8x8(S) 12 12 , ,-05-0 4-04 4-05-12 3-02-11y2-00y 8-01 7-11-04 5-05-02 5-06-14 , ,2-05-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH1 � En IN 619 Scale: 0.1366 Fj �1�(fNfqa, '/ WARNINGS: GENERAL NOTES,unless otherwise noted: K41 !v +ja+e" ��"j1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual Ct. T92.OPE 1' Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building eesigner. y j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , 41600099. P° tih' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,,,,,app DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 1:C. 4.No bad should be appied to any component until after aN bracing and 4.Installation of truss Is the responsibiity of the respective contractor. 7OREGON (v SEQ. : 6037160 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, Nw, ,` TRANS I D: 406556 design loads be appied to any component. 5. and are for"dry condition"of use. (� CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing /Q . at all supports shown.Shim or wedge If 14 2 ..,,,i$,, necessary. fabrication,handing,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 truss,and placed so their center IIIIII I I I VIII VIII IIII VIII VIII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenter Ones. 9.Digits indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRE5:12/31;201:5 III I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0 86 2- 8=(-104) 734 3- 8=( 401) 388 BC: 2x4 KODF #18BTR SPACED 24.0' O.C. 2- 3=(- 1004) 236 8- 9=1 -48) 481 8- 4=1=295) 595 WEBS: 2x4 KODF STAND 3- 4= 885 459 9- 6= 74) 602 4- 9.(-294) 595 LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=I-10041 236 BC LATERAL SUPPORT <= 12"OC. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. 'SPECIES C,CN,C18,CN18 (or no prefix = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50' 1.56 KAP ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50' 1.56 K2DIF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for nett-5 on uplift at 24 'oc soaring. 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed _ 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed 0.133' MAX LL DEFL = -0.024" @ 6'- 10.9' Allowed = 0.979" MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed 1.306" 12 12 MAX LL DEFL = -0.002' @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.00/ \14,00 44.0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.015' @ 20'- 0,5' di NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M-1.5x3 M-1.5x3 u; 0 M Ali, lir. O n ee .. r 0 O •-M-3x4 60.25" M-3x4 M-3x4- 0 A- M-5x6(S) y J. y J' 6-10-15 6-08-02 6-10-15 1- y /' /- 1-00 20-06 1-00 il Rn JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 `c0'�`� `n5/Z2417 GNO(Ci `s/V Ll WARNINGS: GENERAL NOTES,unless otherwise noted: ,�y5/Z GI f f q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual tt' !92••PE rTruss: C2 and Warnings before construction commences. building component.ApplicaNlity of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +/ice" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ,, v, DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -446 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •.�7r OREGON f.,, SEQ. : 603 7161 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, `V TRANS ID: 406556 design loads be applied to any component. 8.Ddaneur"dryciulldfatall �< ��S' o`� E� 5.CompuTrus has no control over and assumes no responsibility for the bearing supports shown.Shim or wedge if 14 fabrication,handing,shipment and installation of components. necessary. ` {O-�' 7.Plates assumes atedoadequate drainage is f truss,a 'v( pp ry��tt q{ b V 6.This design is famished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center r'1 Il.i 1.. III 1 VIII VIII IIII)VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which wig be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131 i2©1 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IGONO 2 Design checked for net) p f) uplift at 24 "ac spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KDDFF #18BTR B2 NOTE:Design assumes moisture content does 2x4 KD BC: 2x4 BTR; SPACED 24.0" O.C. not exceed 19% at time of manufacture. LONDIOG Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CConnector plate prefix designators:= CoAll Heghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16, ( no prefix)k = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=-1.8, = MiTek MT series RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IoM-4x4 12 14,00/ 3 \14.00 NN v 0 0 C.) M-3x4 o M-3x5(S) 0 f" M-3x4 I I I 6.10-15 13-07-01 J, I I b 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - Cl cr" el N,=pQ�i Scale: 0.2156 � ��lqZGr�/I WARNINGS: GENERAL NOTES,unless otherwise noted: `9G �P E 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 r Cland Warnings before construction commences. building component.Applicability of design parameters and proper r Truss: C incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by A[�/ar-pr. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 11.. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ + C SEQ. : 6037162 4.No bad should be appted to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. p ,y OREGON j,, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �,,' d �+��` �W design loads be applied to any component. and are for"dry condition"of use. 71, 2 ��^� TRANS I D: 406556 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 necessary. p fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. /4rl"„\- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces ofrut uss,and placed so their center 11111111 11111111111111 IIII IIII TPIANTCA In 8C31,copies of which will be famished upon request lines coincidei with joint center Ones. 9.Digits indicatesize oftplate in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. sFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09.08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 86 2- 9=(-1252 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF WEBS: 2x4 KDDF STAND; OADING 3- 4=) -8738) 2060 10-11=)-1284) 5552 3.10=( -192 ) 616 7 -18=)-10400)) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11.12= -1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DL( 14.0)= 64.0 PLF b'- 0.0" TO 20'- 6.0' V 5- 6= -8390 1640 12.13= -1320 6044 4.11= -2838 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL' 0.0 +DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0' V 6- 7= -8600 2028 13- 8= -1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 522.4 +DL( 375.2)= 897.6 PLF 7'- 0.0' TO 20'- 0.0" V 7- 8= -10200 2302 11- 6= -2680) 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0' TO 20'- 6.0" V 6.12= -842) 3752 OVERHANGS: 12.0" 0.0' ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0' -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625 J,- 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1'r • t " ' . ' - , ,, nails staggered at; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 \A/ 9" oc in 1 row(s1 throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100" �XVX\ 5" oc in 2 rows) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7' Allowed = 0.979" *** 9" oc in 2 row(s) throughout 2x6 webs. HANGER TO APPLY CONC. MAX TL CREEP DE FL = -0.175" @ 10'- 3.0" Allowed 1.306" LOAD(S) EQUALLY TO ALL MEMBERS. 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" I T - I 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does 1' T I 1 I I .- not exceed 19%s at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00/ \14.00 5 5.0" Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, `• Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 m 0 t7 M-4x12 M-5x12 M-5x16 A L Ali, M-5x16 o 1.1 fid I�Y��s o 8M-19 M 195x3 M-7x12 11 .5x33 M-3x10 6 c. .1 y ***13751#-M-10 10(S) y y y > ,3.02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 t 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 .��(Cr-t. yp�y�s/, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ry/2 Z/ I 17 C3 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 Q .7Z e,P E f� Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.such ativ ly unless braced throughout their length by Po y P continuous sheathing such as plywooding(rC)and/or drywall(BC). ` ! DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # tr o �] 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON t(! SEQ. : 6037163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �d �� design loads be applied to any component. and are for"dry full b on'of use. /O 4) ,�4 ry(j 4, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if � fabrication,handling,shipment and installation of components. necessary. 4,l T" 7.Design assumes adequate drainage Is provided. `r Ft R`ice`,,, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center wh ch TPI/WTCA In BC copies of will be furnished upon lin s co ncide ►11111 VIII VIII IIII IIII(IIII VIII III IIII M Te USA,lnc6/CompuT s)Software 7.6 6(1 L)E request. 10.For basicico nectorwith oplate design values see ESR-1311,ESR-1988(MiTek) int center fines. 9.Dies Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF #18BTR SPACED 24.0' 0.C. 2-3= -506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= -506) 111 LOADING 4-5= 0) 86 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625` Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for nett-5 sail uplift at 24 "oc soacing.l 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1' f MAX TLMCREEP DEFL = -0.003' @ -1'- 0.0' Allowed 0.133' 12 12 MAX LL DEFL = -0.002' 8 12'- 8.0" Allowed 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0' Allowed = 0.133' 14.00 V' \14.00 MAX IC PANEL LL DEFL = 0.281" @ 8'- 6.5' Allowed = 0.557' 34.0" MAX IC PANEL TL DEFL = 0.497' @ 8'- 4.1' Allowed 0.835' AK 111111111-4' MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.6' MAX HORIZ. TL DEFL = 0.004' @ 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 0 u7 0 .n 0 0 U, 6 �_ -/o M 3x4 1A-1165x3 M 3x4 ill u, o A y y y 5-10 5-10 k-- y ), y 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 A:<, PRo,��ss Scale: 0.3596 �`GJ ��/ZG7(J �� WARNINGS: GENERAL NOTES,unless otherwise noted: <ll '3', PfY f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T 92 e`P E �f" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper )/.it 2.204 compression web breang must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rs�' • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " '. " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ YA CC" 4.No had should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "V OREGON 4(/ SEQ. : 60371 64 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses tiareof to be used in a non-corrosive environment, L 74. ANb TRANS I D: 406556 design bads be applied to any component. and ere for"dry condi use. n '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 f} 7 4 2 P'E- necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �R R 14.L 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I 0 VIII VIII VIII III 1111 1 III'll IIII TPIAMCA In BC51,copies of which v 11 be furnished upon request. it coincidenitwith joint aIn Inches.9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" FOND 2 Design checked for net( pal) uplift at 24 "00 a na TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main ree-resisting. 6L ON BOTTOM CHORD = 10.0 PSF system and components andd cladding criteria. Connector plate prefix designators: TOTAL LOAD= 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 m ht htst, TCDL=4.2,BCDL=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(D1r), 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 1' 12 IHM-4x4 12 <- 14.00✓ 3 N 14.00 0 0 Lc, 0 co 0 o r —/^ in 4eAIIIIIIIIIIIIIIIIk409 Lo0 o M-3x4 M-3x4 A ), y 1 y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 <(4 � IN PROP en 0.3526 cJ IN s/ WARNINGS: GENERAL NOTES,unless otherwise noted: <t{�\ 2 Z /( �ik. 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 I• .C92®®P E (-- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. e 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ;/" DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as Arwood sheathing(TC)and/or dryweH(BC). �r;SAr '�"'^�' Cl" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ;r1 Cl SEQ No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responslbimy of the respective contractor. OREGON S E Q. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �j r� O< ^V design bads be applied to any component. and are for"dry condition"of use. j. (NN TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge if �`� 14 2- t"E•• fabrication,handing,shipment and installation of components. necessary. 4 l 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. �y r�1 t t.. 9 1 8.Plates shall be de ithjoidon both faces of truss,and placed so their center �'I(-7.t 1.. 1111111110111111111 M TTe USA,InCl/ViTTCA in SCompUTrua Software 7.6.6(1 L)E I,copies of which will be fumished upon request. 10.For basic lines connectoroplate design values see ESR-1311,ESR-1988(MITelq nt center Ines. 9.Digits indicate size of plate In inches. EXPIRES;12/31/2015 IIIIIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-5126) 1156 1- 7=(-684) 2978 7- 2=) -566 2502 BC: 2x6 KDDF #1&BTR 2- 3= -3372 842 7- 8= -680 2954 2- 8.(-1360 424 WEBS: 2x4 KDOF STAND; LOADING 3- 4= -3376) 838 8- 9=I-372` 1990 8- 3=(-1214 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4. 5= -3448) 750 9. 5= -370) 1988 8- 4=( -156) 306 2x6 KDDF #2 B TC UNIF LL 50.0 +DL 14.0)= 64.0 PLF 6 0.0" TO 11'- 8.0" V 5- 6= 0 86 4- 9=( -176) 84 BC UNIF LL 522.4 +DL 375,2)= 897.6 PLF 0'- 0.0' TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0 +DL 20.0)= 20.0 PLF 4'- 8.0' TO 11'- 8.0' V BC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50' 4.89 KDDF ( 625` Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND 2 Design checked for net( osfl glift at 24 'ac s acn ing�l M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537' Lin ) complete trusses required. MAX TL CREEP DEFL = -0.058' @ 3'- 1.3" Allowed = 0.717' -./,_ Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001' @ 12'- 8.0' Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001' @ 12'- 8.0" Allowed= 0.133" 9' ac in i row(s throughout 2x4 top chords, 5" oc in 2 row(s throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5' *** HANGER TO APPLY CONC. 9' oc in 1 row(s throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011' @ 11'- 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 14.00/ \14.00 oad duration factor=1.6 34.0" Truss inthe dplane eofd fthe or wloadsind truss only. s.. M-3x5 M-3x5 c u> 0 co M-5x10 All o 404, I. Cia Ilik. o 1- 7 8 9 M-3x8 M 8x10 M-1.5x3 M-5x10 8 y y ***3551# y 3-01-04 2-08-12 2-08-12 3-01-04 1, 1, ), 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH D3 O PROFprfs,tS Scale: 0.2557 s� • GIN,= '�'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: vl�/`�'"nc- , 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 7 t-G and Warnings before construction commences, building component.Applicability of design parameters and proper. Truss: D3incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 77:DES. BY: EE is the responsibility ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywem(BC). ..DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ '4 C"SEQ. : 6037166 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ONfasteners are complete and at no time should any loads greater than 5.Designassumestrussesaretobe used in a noncorrosive environment, �1... -,, �)\ A. design bads be appied to any componentenderefor"dry condition"ofuseI' ��`�- TBANS ID: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.necessary.ssumes NII bearing at all supports shown.Shim or wedge If O fabrication,handFng,shipment and installation of components. 7.Design ssumes adequate drainage is provided. { R 14 6.This design Is finished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center 1IIIIII 1 11 VIII 1111110111111 IIIVIIIVIII VIII hill TPI WfCA in BCSI,copies of which will be furnished upon request. Digits Indicate joint nches 9.Dress o ncdae with josize of t ace in ininches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines cid 10.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-217) 180 86 2 4=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625) ref ix designators:C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 ODE625) M,M2OHS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. GDND. 2: Dec_ign checked for net( p<f)�plift at 24 'ac spacing 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' /- -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0,300" @ 3'- 6.1' Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260' @ 3'- 4.1" Allowed = 0.838" 1ppaH. mm..m.immmimmm14.00 MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, ,� Truss designed for wind loads oin the plane of the truss only. M0 0ux0 co 0 o�o f- ). ) 1, 1-00 6-00 (PROVIDE FULL BEARING; t 4 I JOB NAME : 5-A POLYGON NH - J13 '<Tv PR�F�WI Scale: 0.4281 �j J(Nab / WARNINGS: GENERAL NOTES,unless otherwise noted: / (,e/ .5y 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 Q• *92*0 PE 1.- Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓' DES. BY: EE 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 ��r continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). `____ . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ell l• 4.No had should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. = A OREGON ),. SEQ. : 6037169 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, V design loads be applied to any component. and are for"dry condition"of use. �f �� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if •%f p9 14 ty fabrication,handling,shipment and Installation of components. Desessary. `� ` -C 7 7.Plates assumes odadequate dthinae Is o truss, �y ii 4 V IIIIII 1111111111111111111111111111111111 III VIII(IIII VIII VIII VIII IIII IIII 6.This design Is furnished subject to the Imitations set forth by 8 Plates coincideil be located on both faces of truss,and placed so their center r i TPINVTCA in BCS(,copies of which will be furnished upon request. lines with joint te size of pt center lines. MiTek USA,Inc./CornpuTfus Software 7.6.6(1 L)-E late in inches. 10.For9. its basiciccoonnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDQF/Cq=1.00 TC: 2x4 KDDF At&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-6.(0).0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(.581 500 3.4= -164 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -21 0 BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 1625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net(-5 gsf) uplift at 24 'oc s acg in0.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18: 4 MAX LL DEFL = -0.002" @ -I'- 0,0° Allowe0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0,0° Allowe0.133" MAX LL DEFL = -0.000' @ 10'- 3,0' Allowe0.025" MAX TL CREEP DEFL = -0,000° @ 10'- 3.0' Allowe0,033' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowe0.576' MAX TC PANELTLDEFL = -0,145" @3'- 2,5" Allowe0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. // w Wind: 140 mpht h=25.2ft, TCDL=4"2,BCDL=6.0, ASCE 7-10 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DIr), oad duration factor=l.6 cD o Truss designed for wind loads mcm in the plane of the truss only. o ,- el el 0 L(11P� 6-_' M-3x4 s- y ) y , 1-00 6-00 4-03 ;1 1 1; 1 • JOB NAME: 5-A POLYGON NH - J12 � �gIN7 Scale: 0.2960 ti�� ,�; GIN ��© WARNINGS: GENERAL NOTES,unless otherwise noted: �C �`6/z 1/ r.-' 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 4` 0 9 P G i-- rf and Warnings before construction commences. building component.ApplicaNtity of design parameters and proper Truss: J 12 2,2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` ' r „�^-. DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > DAT E: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0+ 4 4 SEQ. : 6037170 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibilIty of the respective contractor. OREGON to 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, �1- 4, \b' A. design bads be appaed to any component. end ere for"dry condlYon"of use. /l 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e'Designeceassumes full bearing at all supports shown.Shim or wedge it V �y� fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. C} R"� V 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center will be furnished up ines nt center buts. 111111111111111111111 VMiTPe USA,Inc./CompuTrusISoftware 7.6.6(1L)-Eon .6.6(1LEn request. 10.IForr basiccconnecoride with oiplate design values see ESR-1311,ESR-1988(Web 9.Digits indicate size ofplate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1,00 TC: 2x4 KODF A18BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2.6=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2-3= -636 500 TC LATERAL SUPPORT <= 12"OC. UON. 3-4= -243 97 BC LATERAL SUPPORT <= 12'OC. ION. LOADING 4-5= -76 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0' 10.6" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES C,CN,C18,CN18 or no refx LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 22/ 376V 213/ 4950 5.50' 0.60 KOOF ( 625` ( p ) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50" 0.61 KDDF 825 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF 625I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. A- 5 COND. 2: Design checked for net( psf) uplift at 24 'oc s a fnn VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.002' @ 10'- 10.6' Allowed = 0,088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed= 0.576' MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=25,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads oin the plane of the truss only. v 0 elm 0 6- M-3x4 A- y y y A 1-00 6-00 4-10-09 )PROVIDF I B AKIN••Jt='2 6 3 4 JOB NAME : 5-A POLYGON NH - J11 pRQ�� Scale: 0.2753 C.' G2Z ts'`s/� WARNINGS: GENERAL NOTES,unless otherwise noted: ''.(3./2 I (ff/YY 17 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 Q' ±92 44 P E r' Truss: J11 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 E E 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.c.and at 10'o.c.such a iv y unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,. r,, - •'A="" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;w 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6037171 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, T, b' 'sW design bads be applied to any component. end are for"dry condition"of use. L�,hit �.. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ' 7 1 4 �� fabrication,handing,shipment and installation of components. ecessary. t �y`!. 8.This design Is furnished subject to the limitations set forth by7.Designlaesassumes adequateadonboth drainage is oftru ,provided. h �4 V VIII VIII VIII VIII VIII VIII IIII IIII IIII 8.Plates shell be located on faces truss,and placed so their center +l 4 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E In inches. 10.FFur basicgits Indicate connector plsize ofaatete design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-5=(0) 0 BC: 2x4 KDDF Al&BTA SPACED 24.0' O.C. 97 3.4=(-139I 488 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 SO.IN. (SPECIES) 0'- 0.0' -22/ 375V -199/ 435H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 825) MM,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50' 0.17 KDOF 625 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IGOhO 2 Design checked for net)-5p5Slyotift at 24 'oc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed= 0.576" MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph h=25ft, TOOL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, t<at.2, Exp.B, MWFRS(Dir), 14.00/ oad duration factor=l.6, Truss designed for wind loads CV in the plane of the truss only. 0 v o N CV O cO O gtliir9 0 5._- O M-3x4 /, 1, y y 1-00 6-00 3-11-09 (PROVIDE FULL BEARING'Jts:2.5.3.41 �,Q,Z) PR Opt,, JOB NAME: 5-A POLYGON NH - J10 Scale: 0.2937 ``' IN S WARNINGS: GENERAL NOTES,unless otherwise noted: 451 L.3/211/c � 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 4t =721/PE r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 10 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the m chordst o 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Lnw"^ po dy continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). CCDATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 to SEQ. : 6037172 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/ -% OA, `A design bads be applied to any component, and ere for"dry condition"of use. 4 1 4 2. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Designnecassumes NII bearing at all supports shown.Shim or wedge if ry y. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. iii'.7 n �\ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedof onboth faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIII MiTPIANTCA eUSA,Inc./CompuTrus BCSI,copies of (Software 7.6.6(1 L)E ch will be furnished upon request. 190.lines FForribaindicate iciconnector platete in Inches. design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CQ=l 00 TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=�-483) 427 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4= -111 48 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 BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,C18,CN18 (orr no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF 625 M,M20HS,M18HS,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked far net( psi) uplift at 24 "xc c aD cin0 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ ;l Wind: 140 m ht h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 N Truss designed for wind loads 0 in the plane of the truss only. v 0 0 O r N O Primm O� _� _ -/ C) 5-. M-3x4 A- y y 1, y 1-00 6-00 2-11-09 [PROVIDE FULL BEARING;Jts:2 3 41 JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 �5� \1CINEpfiQ`:s' WARNINGS: GENERAL NOTES,unless otherwise noted: <{r� 15/21//7' l- r1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . :92,,PE r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. iy' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,/,alar,. 4010111.* DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -110 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "f7� OREGON <t/ Snon-corrosivearea environment, �1 TRANS I D: 406556 design loads be applied to any component 6.Des assomand are for asciulldbeann f et all supports7'� Q� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge It .� 14 2. fabrication,handling,shipment and installation of components. Decessary. �� 7.Design assumes adequate drainage is provided. L*T»t i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +-f Il f 4. I VIII[I III IIID I III VIII VIII VIII[III[III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate c e in inches. M Tek USA,InC./Con UTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MITek) EXPIRES:12/31/2C1 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" D.C. 2-3=I.417) 361 3.4= -107 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 378V -159/ 348H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50' 0.55 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net(�psf) uplift at 24 'ac spacing.) /- - VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed= 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /1/±) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6oTruss designed for wind loads intheplaneofthetrussonly.0oa,co 0uo c, r- ), J' J' )' 1-00 6-00 1-11-09 'PROVIDE FULL BEARING;Jts:2.5 3,41 JOB NAME: 5-A POLYGON NH - J8 .<os PRn�''fils, s Scale: 0.3559 `� ! G �{� WARNINGS: GENERAL NOTES,unless otherwise noted: 4. t,, V �� �pC 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(-E c and Warnings before construction commences. building component Applicability of design parameters and proper Truss: J Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction y'o.c.and at 10'o.c.respectively unless braced throughout their length by `,aa -- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ MC' SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON S E Q. : 6037174 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, ,G. n• ,�� A, design loads be applied to any component. and are for"dry condition"of use. //t -,1' rt �t-k TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse assumes full bearing at all supports shown.Shim or wedge if V 14 fabrication,handling,shipment and installation of component. 7.Design sumes adequate drainage is provided. U)r "t. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M Te USA,InCTPI/VVTCA In s/CompuT I,copies of s whiSoftware 7.6 6(1 L)E request. 10.Folinr joints coincide with center 9.Digbasic connectorplatdesign values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IC: 2x4 KDOF N16BTRIBC 2012 MAX MEMBER FORCES 2W5/)O) 0q=1.00 LOAD DURATION I24R0ASE C 1.15 2-3=( 0 86 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-334I 185 TC LATERAL SUPPORT <= 12"OC. DON, LOADING 3.4=( 83 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -34/ 393V -133/ 325H 5.50' 0.63 KDDF 625 C,CN,C18,CN18 (or no prefixLL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF 625 N p ) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50° 0.35 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD THEBOTTOMACHORDADEAD(LOADPICIFIMINIMUMBOF21012PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] A 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002° @ 6'- 11.6" Allowed = 0.096' MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed= 0.128" MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3" Allowed - 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2' Allowed -, 0.864" j) MAX HORIZ. LL DEFL = -0.006' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2- 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mpht h=23.3ft, TCDL=4,2,BCDL=6.0, ASCE 7.101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), load duration factor=1.6, N. Truss designed for wind loads in the plane of the truss only. co co 0 corn 0 of (�� o A- 5 ---/ M-3x4 ,)' ), ), y 1-00 6-00 0-11-09 ]PROVIDE FU B ARIN"'dts .5.31 JOB NAME : 5-A POLYGON NH - J7 Scale: D.3BB2 `. _`yG/�NOFFssi WARNINGS: GENERAL NOTES,unless otherwise noted: 4,V� (J/2(,�/(f #„7 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 't . .7920 IPE V Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.24 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. . 3.Additional temporary bracing to Insure stability during construction 2• 'Design assumes the top and bottom chords to be laterally braced at /'" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,/� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ S 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. OREGON SEQ. : 6037175 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �4'767:1/Y. 14 .1! 1(/ design bads be applied to any component, and are for"dry condition"of use. _� ��`' TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if ' " 1 4 .Q ~E fabrication,handing,shipment and installation of components. Designeas. t)R t I .�y 6.This design is fumished subject to the imitations set forth by7. latesassumes adequateatedon bothdtface Is truss,a IIIIII IIIA VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. MiTek USA,Inc./COmpuTfus Software 7.6.6(1 L)-E late In inches. 10.FForribasicicate size of connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF Al&BTA SPACED 24.0" O.C. 2.3=(-223) 184 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50' 0.64 KDDF ( 625` 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50' 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND 2 Design checked for net( 5 osfl uolift at 24 "or�pacine 1 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100" T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" /- -! MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0' Allowed = 0.572" MAX TO PANEL TL DEFL = -0.285' @ 3'- 4.9' Allowed= 0.858" I( MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' )� MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 esisting system and esin fcomponents orms to land n lcladding rcriteria. 14.00/ Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads a in the plane of the truss only. a c c r` co o co a In o� �� 4►� 0 -/ M-3x4 A- 1, 1, y 1-00 6-00 (PROVIDE FULL BEARING'Jt8:2.4.31 JOB NAME: 5-A POLYGON NH - J6 Scale: 0 417g �`� ``'/2zGINl1 ' ,q; WARNINGS: GENERAL NOTES,unless otherwise noted: !� C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �' .9 *PE v" T r ii S S: J6 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 designee Aleixt, 3.Additional temporarybrad to Insure stability duringconstruction 2•Design assumes the top end bottom chords to be laterally braced at yam. ng 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + Aa "` DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). are. - DATE: 8/22/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON t.. SEQ. : 6037176 Cr 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t, ^V 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, ` ei `� design beds be applied to any component end are for"dry condition"of use. `'+V' -7 1 a 2-Q� � TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no respons b lity for the 6 �ecesse assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. I)f t a„1. p Po 7.Design assumes adequate drainage Is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center III VIII VIII 11 VIII VIII VIII III TPIANTCA In SCSI,copies of which request. MiTekUSA,jnc./Compulr Software 7.6.6(1L)E lines late in Inches. 0icconnector size of aFForrb indicate plte des design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2.3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625` Connectorplate prefix designators: 4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625) g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470' MAX TC PANEL TL DEFL = -0.132' @ 2'- 10.3" Allowed 0.705" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = •0.003" @ 4'- 10.8' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c\I0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. +4- a r 0 u1 gr o/- o ►� 0"-=-404 M-3x4 A- 1- (. y 1-00 6-00 [PROVIDE FULL Btea ING'Jts:2 3.41 JOB NAME : 5-A POLYGON NH - J5 , (.. �Ro�F�sA Scale: 0.4549 CJ G'IINry/ WARNINGS: GENERAL NOTES,unless otherwise noted: ZG5~ ``` /Z Gri -Sy 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 4C' .9' P E r" Truss: J5 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. „r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6037177 .No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiily of the respective contractor. 'I' OREGON �4 TRANS I D: 406556 'fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Cre to be used in a non-corrosive environment, 10- design bads be appied to any component. end are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 8.Deign assumes full beading et all supports shown.Shim or wedge if Q 1 4 G•4�O"F fabrication,handing,shipment and installation of components. necessary. s p p-E7� t t 6.This design is furnished subject to the imitations set forth by 8.Designlateshall be locateeduonaboth faces drainage iof truss,and placed so their center 'r! t.,\- I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/VYTCA In BCSI,copiesof which will be fumished upon request. lines coincide wth jo nt center Gns 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-132) 131 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA UL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SL.IN. (SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50' 0.55 KDDF ( 625) 3'- 10.8' -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF 625) C,CN,C18,CN18 (or no prefix' = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'ac spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079' 1 1' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' -/ MAX IC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed 0.367' MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339' '11MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8' NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. v ' Cd O t0 O r/- 0LO �� O =�4 M-3x4 /- ), ,1 y 1-00 6-00 (PROVIDE FULL BEARING�Jt3:2.3.4I JOB NAME: 5-A POLYGON NH - J4 0' G PROF�r64 Scale: 0.5091 ` to I' /0 WARNINGS: GENERAL NOTES,unless otherwise noted: C. n //7C` 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 .72®*P L" and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 4 Incorporation of component Is the responsibility of the building designer. 2.2o4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length fry a<�~ DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overaa structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 f�'' SE /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON .y SE Q. : 6037178 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, ,G, , , I\ design loads be applied to any component. and are for"dry condition"of use. ./ "9�' r�Q .t. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug beating at all supports shown.Shim or wedge if 61 d Vt., necessary. C5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ��PRO- 6. R G-6.This design is furnished subject to the irritations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII 11111 VIII 11111111111 IIII TPINYTCA In BCS(,copies of which Mil be famished upon request. Ries coincide with joint center nches 9.Digits indicate size of platete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2©15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=�•Ml) 106 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC" UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL =25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF 625) M,M20HS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-s p3f)�plift at 24 'oripacing BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 2-11-09 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6° Allowed = 0.254" T MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4' Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8° 14.00 NOTE ggnassumes moisture not exceed19% attimeofmanufacture. Design conforms to main windfares-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads v in the plane of the truss only. M 0 o o/ t VA0 cs M-3x4 y y y 1-00 (PROVIDE FULL BEARING; t ' 41 6-00 JOB NAME: 5-A POLYGON NH - J3 • 0 waopls Scale: 0.5712 `Gj� � � `�4., WARNINGS: GENERAL NOTES,unless otherwise noted: C,(� , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'CC' !92••P E r Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper AO 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. .,r DES. BY: E E 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �w is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rraa�w DATE: 8/22/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " 9 3.2x Impact bridging or lateral bradng required where shown++ -r CC SEQ. : 60371794.No had should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �/ TRANS I D: 406556 design loads be appFed to any component. 8.Dand are esign assumes ful�beadn let all supports `� Q� 5.CompuTrus has no control over end assumes no responsibility for the g g pports shown.Shim or wedge if / 14 �. �"" fabrication,handing,shipment and installation of components, necessary. h 6.This design is furnished subject to the imitations set forth byT.Designlatesassumes adequate botdrah face iso rovis,a rl 1�II II 1111111111111III11111�III I���II linesincideelocatedonbothfa�so�truss,andpla�dsotheircenter a �� TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits MITek USA,InC./CompUTrus Software 7.6.6(1 L)-E e in inches. 10.For basic iconnector plcate size of atetdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 ODE 818BTR SPACED 24.0" 0.0. 2-3=(-62) 83 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625( 1'- 10.8' -139/ 127V 0/ OH 1.50' 0.20 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for nett 5 P 1 uplift at 24 'oc spacinc I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 IC PANEL LL DEFL = 0.004' @ 0'. 12.0" Allowed = 0.163' 1-11-09 f MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed= 0.254° MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 04 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O.: load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. N V O M O/._ t �� O OA- MOM MEM014 M-3x4 y y 3, 1-00 (PROVIDE FULL BEARING6-00 <(...v.�,C) P R Opt. JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 w,s `50IN Z� WARNINGS: GENERAL NOTES,unless otherwise noted: . ,p E 1r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual F G rf and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at fir. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by i./m "` DES. BY: EE a the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plyv nod sheathing(TC)and/or drywall(BC). /-`!*°- �,� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ OREGON �[,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbiity of the respective contractor. "� fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used In a non-corrosive environment, x.+ \b` A. SEQ. : 6037180 and ere Pof"dry condWon"of use. �1 v design bads be applied to any component. 8.Design assumes Poll bearing at at supports shown.Shim or wedge if /o Ai 1 4 O�y, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. �qV/� r�b V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r7 r7.l 8.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII(III)(III(IIITPINVECA in BCS(,copies of which will be furnished upon request. 9.(linesnes. coincide cate sizejointoplate in Niches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPI RES:12/31/2015 111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ) 625) C,CN ,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked far net(-5 psfl uplift at 24 "ac spacin0.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -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 = 0.001' @ 0'- 8.2" Allowed = 0.059" MAX TO PANEL TL DEFL = -0.001' @ 0'- 7.9" Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.339" 0-11-09 '( f MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'• 10.8" 12 NOTE:Design assumes moisture content does 14,DO 7 not exceed 19%at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 / -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. I 0 1.-- 0 v o,7_ CO 0 �� mi O/- 114 -3x4 A- ,1. ), /- 1-00 IPROVIDE FULL BEARING;Jts:2,3,4] 6-00 JOB NAME: 5-A POLYGON NH - J1 '<(-. P 61.9 Scale: 0.6505 Iiz/� ° WARNINGS: GENERAL NOTES,unless otherwise noted: -fI JYll1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . '92.,P E 1' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Ali /,�!�I� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al / DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . 41841111W is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywa( ) DATE: 8/22/2014 responsibilitybuilding designer. bridging or plywood C and/or+ II BC. Almr', r' the overall structure is the res naidli of the 3.2x Impact bdd in lateral bracingrequired where shown++ � 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -V OREGON 4,/ SEQ. : 6037181fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, L, Vt. lc TRANS I D: 406556 design bads 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 6 14 2- �ts fabrication,handing,shipment and Installation of components. necessary. �)- h T 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequateatedon both drainage is ftruss,provided. �+'i ti`�`„ IIIIII 1111 VIII VIII IIII ICI gill 9 1 by 8.Plates shall be located faces of and placed so their center rl TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 II 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF!Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- Y 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3-( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(.77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design Checked for net(-5 5sf) 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' 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6" Allowed = 0.096' MAX TL CREEP DEFL = -0.003" @ 6'- 11.6' Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.295' MAX TC PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" 12 NOTnotEexceedn19%s atas timeof iure content does manufacture. 14.00 7 Design conforms to main windforce-resisting CD system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, v o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.0 load duration factor=l.6, o M-4x6 Truss designed for wind loads of ` in the plane of the truss only. G� CD fill 9�_ rn 4wmmmmmm . rn .., _,., N a ... M-1.5x3 M-3x4 M-3x4 M 3x4 A- y 1, J, 2-03-12 3-08-04 J' J, y y 1-OO, 2-05-08 4-06-01 J, ,i, 6-00 0-11-09 'PROVIDE FULL BEARING;Jts:2.4.9.51 JOB NAME : 5-A POLYGON NH - J7C •' 1~� ���� `� Scale: • 0.2881 ��� ��12��� /{,7� WARNINGS: GENERAL NOTES,unless otherwise noted: 4L G� �7' , '1J• 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 : 192 0•PE 1`" Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathi such as od sheathin C and/or d ll BC. DATE: 8/22/2014P sheathing(TC)s ( ) t•� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -j1• OREGON 4l/ SEQ. : 6037182 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• �.t design beds be applied to any component. and are for"dry condition"bearing use. //., '7�' ZQ 4.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full ion"o et e.supports shown.Shim or wedge if a 4 `} necessary. J�j ! �., fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "// •.R R y`y. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA in BCSI,copies of which will be famished upon request. git coincidedictwith joint ate in nche. 9.Digits indicate size of late in inches. M MiTek USA,InC./CompuTrus Software+7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wei() EXPIRES.12/31/2015 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-32) 52 7.6= 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-372) 267 6.8=(.39) 62 6-3=I 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3.8=+-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M20HS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290' T f MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434' /- -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" o NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads M-4x6 in the plane of the truss only. m c, 00 4A444444444446, 0 9L ..- yu-) At ���m�m o - - M-1.5x3 o M 3XA M-bx4 0 M-3x4 y ,1 y 2-03-12 3-08-04 ), ), y 1-OOj 2-05-08 3-06-08 1- 6-N 6-00 PROVIDE FULL BEARING'Jts:2 4.8 51 JOB NAME: 5-A POLYGON NH - J6C �. ' /O PROFfis Scale: 0.3244 �GJ y `/ WARNINGS: GENERAL NOTES,unless otherwise noted: Z /71I7 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 '.4 ' . 0 P E r Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper e 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'e.c.respectivety unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywa( ) rte 44� DATE: 8/22/2014 responsibilitybuilding designer. p bridging or plywood requredhi C end/orn* II BC. 6 Ir the overall structure is the res pa'd's of the 3.2x Impact or lateral biadn required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17<0411:7(:; 1:07:(4, y OREGON ((J SEQ. : 6 03 7183 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. G- v� As design loads be applied to any component and are for"dry condition"of use. / +� . TRANS I D: 406556 S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q <4 t� fabrication,handling,shipment and Installation of components, necessary. (Zj - 7.Design assumes adequate drainage is Provided. .res y�1.,, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ri int center Ines. IIIIII IIII VIII VIII(IIII(IIII(IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon r Minsk USA,lnciCOrIIpUT 9 Software+7,6.6(1 L)-E equest. 10.For basic connector oplate design values see ESR-1311,ESR-1886(MiTek) 9.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 111111 This design prepared from computer _,put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7.6=) 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3.(-372) 267 6.8=(-39) 62 6-3 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338 ) 286 3.8e(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" ,1 MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" / -V MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19t at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, i Truss designed for wind loads i in the plane of the truss only. v M-4x6 Co ro o t1m o� 913 rn ,A 2 a� of- 7 o M-1.5x3 M-3x4 M-3x4 M-3x4 /- ,I, 1, 1, 2-03-12 3-08-04 1-00}, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.8,51 JOB NAME: 5-A POLYGON NH - J5C V��, o p E. 'AS Scale: 0.3224 6J/Gz//t �t7- WARNINGS: GENERAL NOTES,unless otherwise noted: t"tJ �7' -7 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 e'C' �92i I PE 1r" Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE h the responsibility of the erector.Additional permanent bracing of continuous sheathing such asplywood sheathing(TC)C and/or d II BC. �" DATE: 8/22/2014gR s rte( ) �� `,, the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ �! �' SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON Zti S E Q. : 60371 84 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, ,,b 1A���.. design bads be applied to any component and are for"dry condie ari of use. / '1� r.0 �" TRANS I D: 406556 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 L) 14 „Q, fabrication,handling,shipment and installation of components. necessary. ` 9 P Po 7.Designlatesassumes adequateed both drainagecisotrus,provided. `R y 4� 6.This design is furnished subject to the imitations set forth by a.Plates shah be located on both faces of truss,and placed so their center 1111111110101111111111111111111111111 TPINVECA In BCSI,copies of which will be furnished upon request git dwith joint ate inr Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2={ 0) 86 2-7.(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-150 0 -8=(-70) 98 6-3=) 0) 52 WEBS: 2x4 KDDF STAND 3-4= -14) 44 3.8=(-119) 86 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0,000' @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" MAX HORIZ. LL DEFL = 0.005" 9 5'- 8.8" /- ---/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8° NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture, 14,00/ • Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iii o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 4A Truss designed for wind loads in the plane of the truss only. N O Co O A I 'If -/ LO) o/- ,=. N M-1.5x3 0 11173X4 0 M-3x4 M-3x4 y ,1 y 2-03.12 3-08-04 . ), . /- 1-00 , 2-05-08 3-06-08 y 6-00 I PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME: 5-A POLYGON NH - J4C ,. PROF ss G f Scale: 0.4172 �IN WARNINGS: GENERAL NOTES,unless otherwise noted: 4451V /21/ q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 T 40 11 p E T~ Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper /r''�// 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �,✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,,,,,,r!!= t� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.22‘Impact bridging or lateral bracing required where shown++ a (,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "SJ! A OREGON A. SEQ. : 6037185fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a OREGON environment, v yj - TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. j4. 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 6 -/P. 2.0 2��b, nfabrication,handling,shipment and installation of components. esessary. �I 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes adequate one both drainage iso truss,a 'f'! R R`i �„ III I III VIII 1111111 III VIII(III VIII III)ill 9 1 by 8.lines coincide be with n on nter ess of truss,and placed so their center i 1. TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. -. 9.Digits indicate size of plate In Inches. c+ MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF 'MOIR WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3.4=2-3.(-150) -14) 44) -7=(-70) 98 3.7=(-119) 52 86 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -33/ 317V -62/ 153H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50' 0.11 KDDF 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50' 0.14 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, r r r. r t. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' '' T MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" 0 0'- 0.0' Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4' Allowed = 0.196" M-4x6 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201' 14.00/ 4 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8' MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does ethhiiiiiii......Nb....... not exceed 19%at time of manufacture. Designconformstomain windforce-resisting v; system and components and cladding criteria. oiWind: 140 m ht h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vload duration factor=l.6 Truss designed for wind loads C. in the plane of the truss only. g8 oINIIIIIINLME o M-1.5x3 ' C::(-- '► MS-3x4 8 M-3x4 M-3x4 1. J J 2-03-12 3-08-04 y y J. y 1-00 1, 2-05-08 3-06-08 y 6-00 1PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME: 5-A POLYGON NH - J3C ,<(.. PRpc��61 Scale: 0.5570 ,i'Q/�N�0.,p f© WARNINGS: GENERAL NOTES,unless otherwise noted: Cl�1! lI©JY G /7, '7 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' T 9?•/P E 1-� Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper //r/R 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. .✓" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /`'tea. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # /,(�' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "39 OREGON IC SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, j, t' design bads be applied to any component. nand ere for"dry condition"of use. //� F 2cl ."1{., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tali bearing at all supports shown.Shim or wedge if c E y �� fabrication,handling,shipment and Installation of components, ecessary. Ji,� 7.Designlatesassumes adequate drainage is fprovided. ", R R`�`,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII IIII(III II II II I ill IPINYfCA in SCSI,copies of which will be famished upon request. Digit coincide with joint ate in nche. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF R18BTR LOAD DURATION INCREASE = 1.15 1-2= 30 ( 0) 86 2-6=(- ) 39 5-3= 0)) 8 BC: 2x4 KDDF SPACED 24.0" O.C. 2-3=�-96� 0 5-7=(-43) 53 5-3=� OI 49 STAND WEBS: 2x4 KDDF STAND 3-4.(-33) 35 3-7=(-56 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF625 LL =25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625 ) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 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. ICOND. 2: Design checked for net(-5 ysfl uplift at 24 'oc Spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" T I MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2' Allowed = 0.069" 12 MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179" MAX IC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed= 0.140" 14.00/ MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7' M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7' 4NOTE:Design assumes moisture content does not exceed 19%at time of manufl..:ure. #1111001........._ o Design conforms to main dcladding cristica system and components and cladding criteria. �o Wind: 140 m hl h=20.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 w 1A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vpad duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. r V) o,_ _ -/ o �i �m 7 ' in M-3x4 0 M-1.5x3 8-- ,�� 6 o M-3x4 M-3x4 /- ,1' ), ), J. 1-03-12 4-00-15 0-07-05 y ), ) y 1-00 j, 1-05-08 4-06-08 j 'PROVIDE FULL BEARING:Jts:2"4,71 6-00 JOB NAME: 5-A POLYGON NH - J2C Scale: 0.6194 ,5� 1GPNQF61.9 WARNINGS: GENERAL NOTES,unless otherwise noted: l� VI 2 G+t t-sy �] r+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t- T 92 S.PE 1'" Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ,,. r, ! r< DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ T 118 rt. 4.No bad should be appted to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �4' ''! ��/ design loads be applied to any component and are for"dry condition"of use. / r1Q� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 14 4 fabrication,handling,shipment and Installation of components. necessary. <J.t 7.Design assumes adequate drainage Is provided. e> R 4 L� V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'1(l 1 11111111 111111111111111111110 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA DLON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50' 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50" 0.31 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2' Deign checked far net(-5 pot) uplift at 24 "ac soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed= 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed= 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1' /- 3 -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 I7 Wind: 140 m ht h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.61 Truss designed for wind loads in the plane of the truss only. co 0 0 u7 u7 0 o 0 •--s o o� �- 0 2' 4�� M-3x4 1 A- ; y y J. 2-00 2-00 5-11-13 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ2 ��' P�atttt�`s Scale: 0.4859 � �`��Zz�1� /(,� WARNINGS: GENERAL NOTES,unless otherwise noted: ZG 17 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 1 . . S f-G p 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 2 incorporation of component is the responsibility of the building designer. Aller 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during construction2'c.c.and at 10'o.c.respectively unless braced throughout their length by t/` DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' '' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ d ��C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '�7 ,f OREGON to SEQ. : 603 7188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i--t./ Zf :\ A.. design bads be appled to any component and are for"dry condition"of use. /y ,. 1 4 -Q,i3-. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V `- necessary. �rr fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C-RR 1A,-1-. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11101111111111111 TPI k U A in BCSI,copies of which will be furnished upon request. 9.!Digits Indicate sizeofplate in inches. lines.. MITekUSA,Ino./COrfIpulrusSof ware 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19a5(MiTek) EXPIRES:12/31/2015 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CR=1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 114 2-4.10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-9048( ) TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -1601 578V -30/ 119H 5.50" 0.92 KO))F ( 625` 1'- 9.2' -123/ 62V 0/ OH 5.50" 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GDND. 2: Design checked for net(-5 psf)�ptift at 24 "oc s ao cin0 I BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed_ 0.407' 7.00 MAX HORIZ. LL DEFL = -0.000• @ 3'- 11.1' A- _- MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.b�, Truss designed for wind loads o in the plane of the truss only. r N 0) O co o,.,_ to RAIIMIMII CD 0,'- 2 MIst- 11 4� M-3x4 1 ), 1, i, 1, 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ1 Scale: 0.6869 r-,��5<0`N 7��`ssi WARNINGS: GENERAL NOTES,unless otherwise noted: ZJ5W /GG/I I -sly_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 1::C' '92 0 O P E 1" Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 law DATE 8/22/2014 h designer. continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). /�amlat- the overall structure is the responsibility of the building 3.2,/Impact bridging or lateral bracing required where shown++ , . 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. -per OREGON �1.. SEQ. : 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Zw .. TRANS I D• 406556 design loads be applied to any component g,and dsi n assumes fulldbeadn fat all • 5.CompuTrus has no control over and assumes no responsibility for the 9 9 supports shown.Shim or wedge if 14 2 fabrication,handing,shipment and Installation of components. necessary. An_ 7.Plates assumes adequate ne drainagehc is ftrus,provided. /1/i • p I f 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �R 1l L IIIIII VIII I III IIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9.Digits Indicate size of plate in inches. MiTek USA,InC./COmpUTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 i 11 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTA LOAD DURATION INCREASE = 1,15 1-2=) 0 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF 91&BTR SPACED 24.0' O.C. 2-3=(-82I 64 WEBS: 2x4 KDDF STAND 3-4= -7 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 5'- 9.5' -128/ 27/ 235V -220H 0/ 8OH 5.50' 0.38 KDDF ( 625` OVERHANGS: 24.0' 0.0' 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GONG 2 Design checked for net(-5 psf) uplift at 24 °oc s acn ins. M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed= 0.267" MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6' Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4' Allowed = 0.476" T f f MAX HORIZ. LL DEFL = 0.000' @ 5'- 5.8' 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8' 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 3 4 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, P (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Nin the plane of the truss only. O c:s v O O N N 7 V CD -10 2 ► �5 1 M-3x4 M-1.5x3 J, 1- ), 5-05-12 0-03-12 ), y 1, 2-00 5-09-08 � O) PR OFeS,, JOB NAME: POLYGON PLAN 5A NH - H2 6 ale: 0,6,56 5 IIN /q- WARNINGS: GENERAL NOTES,unless otherwise noted: � `// �_w1,,,. 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®I' E H and Warnings before construction commences. building component.Applicability bility of design parameters and proper J'P f Truss: I I 2 incorporation of component is responsibilitythe of the building designer. ! 2.204 compression web bracing must be Installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.o.respecdvely unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown,* C- 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -jy OREGON 4l/ SEQ. : 604 8198 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, G. 7,�t �1k design beds be applied to any component, and ere for"dry condieon"of use. / 4 2,0 A' - TRANS I D: 407311 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. /1,1 /4R10.- 6. b ` g P Po 7.Design assumes adequateondrainage is provided. R n I b . 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be locatedonboth feces of truss,and placed so their center - CA in I,copies of s IIIIII VIII VIII VIII VIII VIII(IIII IIII IIII MiTPBk USA,InCJCompuT S which Software 7.6 6(1 L)E request. 10.Folinr basic connectorde with oplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 - 111111 0IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625` 2'- 6.2' -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CORD. 2: Design checked for nett-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0" Allowed = 0.200° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 I7 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, ►' v 0 cu O iii 4 M-3x4 y J' y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 ,5"��• �O(�jPN cos, WARNINGS: GENERAL NOTES,unless otherwise noted: J� r t { V'�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 4 . 7:92e!P E c" Truss: 1 u 11 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. ,+" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectivety unless braced throughout their length byfltiVAW continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' ',- DAT E: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -tie (C 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yOREGON <l' SEQ. : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ,G orrosive environment, . Aj >1k design loads be appied to any component. and are for"dry condition"g at /,�1 'I P' 2n , TRANS I D: 40731 1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 .- necessary. j'' { fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. '+ `R R y 4� 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII I 111111111111111111111111 TPINYTCA In BCSI,copies of which will be furnished upon request. git coincidewith joint te In nche. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015