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Plans (10) ®® r� � ) 7 (a"y Sit- i ? 76z. 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,i),„D PROFF8 � �NG:INFF /09 8 t 2PE y 43,>4 OREGON 45' Y G?��MSER 11 P�O A. HERS 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 010N101 o`, ov-wAs Wvi. 6 Tv 0,,, 1:...A / 15_ 49639 . .cyy .4,,` crl�is SS ONAL ; 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. t 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:j7axn40sHnThlyaUAcrwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? I 2-6-0 I I 2-2-9 i 1 1-2-0 11 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 V / e \ O / - c,:34 0 O 0 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10.8-1 11-4-9 I 9-11-9 101 1 111-3-1 11 16-4-12 I 9-11-9 0-{ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(XX): [10:0-1-8,Edgel,[11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid 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'nor YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 OF 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. TONIO TOP CHORD 2-3=2463/0,3-4=-2463/0, = 4-5=-2532/0,5-62532/0,6-7=-2532/0 ' BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 o'�V WASH4pY{. EBS 6-10=316/0,2-13=-1640/0,2-12=0/1018,4-12=-37010,4-11=-460/161,7-9=-1636/0,7-10=0/1105 G ty �t' Wc NOTES 4' I " l 1)Unbalanced floor live loads have been considered for this design. `i : N 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/7P11. /4'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 ''''' ;49639 q,' be attached to walls at their outer ends or restrained by other means. 0a('�, al. ISTE ) LOAD CASE(S) Standard 4..91'OG c_`co-<,VAGP NF'? spa` 2 87022P: :: , , N -y ,OR GON tis 0i �O �'y1 ER 1� C� Ok9 ,4 HE2 EXPIRES:06/30/2015 April 22,2014 e ®Ytts.RMfrn-Vern'y design parameters sad READ 150 TES Oti MIS AND PrattLED MUER REFMEMT PAGE MU 7473 rer.1,2S/20148B 'HSE Design valid for use only wi1h Mifek connectors.This design is based onty upon parameters shown,and is for on individual building component. '• Applicabilty of design parameters and proper incorporation of component a l responsibity of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibillity of the M i r erector.Additional permanent bracing of the overall structure is the responsiblity of the balding designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TPII Quality 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,95610 It Southern PanefSP)lumber is specified,the design values art.Those effective 06/01/2013 byALSC 1 Job Truss Truss Type Qty Ply 5A R41832508 PL14-89 UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 I D:j7axn4OsHnThIyaUAczwOszX1 UY-NHuVAQ IjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ 1 2-8.0 I i 2-0-11 1 1 1-2-0 11 1.0-9 1 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 eu o_ _ 0 c .41/ 1v- e 4 iiiiiiiiiit N 1 ee e o �1 1/ 12 11 10 9 304= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 9-9-11 9-11(3 111-1-3 1 1 14-10-12 I I 9.9-11 0-1-B 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/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 (lb/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t�ONIOlit TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 pl w BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 ca Q 01. . WEBS 6-10=-418/0,2-13=-1467/0,2-12=0/644,4-11=-536/22,7-9=-1480/0,7-10=0/810 CJ '<C.. I rQ NOTES • re , , : O't 1 VI 1)Unbalanced floor live loads have been considered for this design. N 4/ 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. li;Ir 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 :rf1 49639 41" be attached to walls at their outer ends or restrained byother means. 0 'C • r�, GIST LOAD CASE(S) Standard SSjQNALV•G' • RED PROFFs 2 87022PE` r" / ytP , N �'o�; °REGO., ti�0 'Pc' cciyBER AN ...,z‘.. OsP A. HER EXPIRES:06/30/2015. April 22,2014 , ®FTJRMN5-Verity design parameters and READ NOTES CN MIS AND IM1UDED HFIE.KREFEEREM'PAGE MU 1423 rex,1;29/2k1dBEOREl1SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual bulld'mg component. PAII• 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 resporaibillity 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 Crtteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormalton available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA.95610 If Sauthem Pine(SP)lumber is specified,thedeti;m values are those affective 00101/2033 byAiSC Y Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber a Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr21 15:38:56 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcGOfs?czOQTz I 2-6-0 I I 2-5-1 II 1-2-0 II 2-4-11 I 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 Co I / — 14414411144444114111w - -010..............— l9 \ e —a Cl e e 1'''' 12 11 10 354= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10.2-1 101319 111-5-9 I 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud 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 Incr 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOMO TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 aCP oV WASkn� j, 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 Q, "YC NOTES A i"' O C¢ 1)Unbalanced floor live loads have been considered for this design. LV 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to /I/zt be attached to walls at their outer ends or restrained by other means. .f+ 49639 4,,4,,f,'r LOAD CASE(S) Standard ��'�,,�4b/STal— . • `'SIONALi✓ G <<.-p'tD PROpt- ��`5 �NGINE ,0. /a2 . 8_ • 2PE (r' 5 0 V r" y 'Oj, OREGO,. e 'A '11/BER 1' \� OSA HE.`� EXPIRES:06/30/2015 April 22,2014 6 4 ®WkTnNIM3-Vedfydesign parameters and READ M}IESONMIS AND JAMMED MINEKREFEREMFPAGEMT7473Ace!/29/20I4BEr73,4EUSE 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 responsib6ty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure slabirly during construction is the responsibility of the MITA.K' erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication.quality controL storage.derrvery,erection and bracing.consult ANSI/TPIt Quality Criteria.DSB-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 tf Southern Pine(5P)lumber is specified,the design values are those effective 06/01/2013 byALSC • 4 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 MiTek Industries.Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQ1VgPPX2zOQTy I 2-3.0 I I 1-4-11 II 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 /` -4•444,44.40.44440044, •0004_ _ a.a� e a ��� O / '..i.'N / O e e • 1aiig 15 14 13 12 11 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 13-1-11 13-8.11! I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(KY): f12:0-1-8,Ednel.f13:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid 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!nor YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical • FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ''�ONTD TOP CHORD 2-3=2635/0,3-4=-2635/0,4-5=-3446/0,5-6=3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 ) SAS BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130.12-13=0/2477.11-12=0/1721 O Ov 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, Q &I., , 0,,,.11. 6-13=-660/0 j/. T i w., O NOTES 1 C1 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. r re7r r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 1. AV 49639 (1 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 ��04,t A. GIS 0• . 44be attached to walls at their outer ends or restrained by other means. e. LOAD CASE(S) Standard vkcO PROrk-s 87022P: r. .y�Aj; OR. GOO .L� [vim . 'P0,,f,SRR A s Pio ..t3 A. H' .# EXPIRES:06/30/2015 April 22,2014 44 ®WN!ARt3-Veriy design parsmeien and READ/CIES ON THIS AND L`IM`ED NITFK REFERENCE PAGE t111.7473tet 11251 2014 DETRE USE MIME 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 responsibfity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the . MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,058.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormaiton available from Truss Mate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are:those effective 06/03/2013 by MSC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP FOS Floor 9 1 Job Reference/optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1 1-3-0 i 1 1-1-1 II 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 354= 4x4= 3x6 FP= 3x8----- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e'1 '-', NW- W. NI I I I I Sr NW- W- . . e 19 N et O O 26 25 24 23 22 21 20 19 18 1 3x4 = 456= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6= 355= 3x5 WB= 15.7.9 1 14-5-95-0-9 1 78-9-B I 14-5-9 �7-0`t-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/deg 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. ,IONTO 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, 8.9=-4495/0,9-10=-4495/0,10-11=4230/0,11-12=-4230/0,12-13=-3519/0, 0$ o,r WASIIh,4 13-14=-3519/0,14-15=-3519/0 G ,, ''YC 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, w, d 19-20=0/3519,18-19=0/3519,17-18=0/1990 `-'. WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,424=0/813, ` N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 4, 12-20=0/1057 / ( , KS 496339,`p. rp NOTES 9-' �FCIS CI .4 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. SS10NAS' G 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. �c'o) P R OP4-0 LOAD CASE(S) Standard �`5 6NGINEF9 /02 ° 870 2P 1- 117 >N y �4j OREGON_ q, Ay N 'A On 'j8ER \\ PCO `s A. HE � EXPIRES:06/30/2015 April 22,2014 4 a A wAnNlisr.-Verify design parameers and READ?/2 EES ON MS AND IM1tpr`ED MITEXREFEREhCE 11405 MIT-74734E rem 1/29/20188£ f/SE _ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual budding component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mil@k` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 quality Crtieda,DSB-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 Southern Pine(SP)lumber is specified,the design values are share effectsve 06/01/2013 byALSC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries.Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY F38??oLEj3_WyD138oHeEY678o1UJJY2y_uWcxzOQTw I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III II II mpg" II 0 N ■I1'A01°/4lPi ljrMI% 13 1 5 =' 4 3x4= 3x4= 9-1� 4-1-0 I 1 3-11-8 LOADING(put) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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!nor 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.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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. IONTO p NOTES 1�a„ 1)Refer to girder(s)for truss to truss connections. Q _ p� ,' WAS `YY 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G A'Stri, Q 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 03 N be attached to walls at their outer ends or restrained by other means. 1 ; ti. LOAD CASE(S) Standard ri;?r ' "• k 49639 a . °A -tots . �3,SIONALO - �\EO PROFes wc\�� �1JC,INFF9.`..29 87022PE l' • yCEGZ1JQ4� ' • IP sit,/MBER1� P� . SA. HERS EXPIRES:06/30/2015 April 22,2014 r A ICARNIMi-Verity design parameters and READ H3TES ON THISAND INCLUDED NITER REFERENCE MOE NM 7473 re a 1/)3/20.14BEEOREUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Pliii• Appiicabiity of design parameters and proper incorporation of component is responsbdity of balding designer-not Truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the .„....MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/IT'D Quality Criteria.058.89 and SCSI Building Component nn Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are-those effective 06/01/2013 byAtSC Job Truss Truss Type Qty Ply SA R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries.Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDB WSSGDJ6Jz8LXCYXn3SLQINdhpzOQTu I 1-7-12 I I 1-8-15 I 11-2-0 II 1-4-9 1 1.60 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x5= 1.5x3 11 3 1 2 3 4 5 6 7 8 9 10 11 0 0 0 � ` o ` � / ` _ `tee v _. 19 - 17 16 15 14 13 4 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2 17-5-4 1-10-12 0-1-8 15.5-0 I Plate Offsets(X,V): 12:0-3-0,Edoel.f8:0-1-8,Edoel.f13:0-1-8,Edge1.119:Edne.0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deg Ud 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 Incl NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0TONIO 1j� TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5-219210,5-6=-2192/0,6-7=-2379/0, f?IT % 7-8=-2379/0,89=1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,1516=0/2387,14-15=0/1741,13-14=0/1741,1213=0/909WEBS 913=408/0,218=808/0,1-18=-765/0,815=14/787,7-15-259/0,6-16-295/0,4160/641,4-17 -935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 '5 NOTES /i7 1)Unbalanced floor live loads have been considered for this design. 43639 ' g O .GIS 4r 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. ssl0jvt\L-"AG 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. . The design/selection of such connection device(s)is the responsibility of others. Q. F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 5 4. GINE e5%_ LOAD CASE(S) Standard k7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87022PE r" Uniform Loads(plf) / Vert:12-19=8,1-11=-80 Concentrated Loads(Ib) CI Vert:1=-304(F) >; N y '0 OREGO,• tip ICU -C cc,11BER 1\ �� OS A. HE EXPIRES:06/30/2015 April 22,2014 1 / ®IVrRMNi-Yerffrydeaignparanleersand READ h07ESOfiINN AND MIMED M77EKREFERSMEPAGEEHhl.7473recJ/29/201SBffOREUSE Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1, is for lateral supporl of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1T erector.Addi5anai permanent bracing of the overall structure is the responsiblity of the building -Wel( designer.For general guidance regarding fabrication.quality control storage.delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heigh If Southern Pine(SPI lumber is specified,the design values are shale effective 06/01/2013 byALSCls,CA,95610 Job Truss Truss Type Oly Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference Motional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 132014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgr ApLQlNdhpzOQTu I 2-6-0 10-510 1 1 1-2-0 i I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 6 \ ...... 0 N ee e e e 9 B 3x4= 1� 3x4= 3x4= 3x4= I 3-1-2 3-?-1D 3-9-10 1 4-4-10 416-^? 86-8 I 3.1-2 0-1 0-7-0 0-7-0 0-1.8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edge1.f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (toe) I/deft Ud 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 Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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(lb)or less except when shown. 'ONTO TOP CHORD 2-3=-732/0,3-4=-73210,4-5=-732/0 � , BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Go .,wog C WEBS 2-10=736/0,2-9=-37/269,5-7=-718/0 NV y .e NOTES Ca 1)Unbalanced floor live loads have been considered for this design- I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. ,4j 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. r tf-,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 49639 $ be attached to walls at their outer ends or restrained by other means. �4,��CISTO- LOAD CASE(S) Standard `r`sI¢Np?;' G QED PROF-es ' 8. • 2PE „-57 r" Vi" N - 0"5,OREGO,. 11,`: ,41./ 'AonFMaEB 1� Q SA. He � EXPIRES:06/30/2015 April 22,2014 1 r AHAJINI -Verhy design parameters and READ MIES CHIN'S AND 17i2UDED HIM REFERENCE PAGE MIT 7473 Mk 112.9/2014BEVRELSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and isfor an individual butding component. T, Applicability of design parameters and proper incorporation of component is responsib0ty of building designer-not truss designer.Bracing shown _ is for taterol support of individual web members only.Additional temporary bracing to insure stability during constructionisthe responsibillity of the Mibk. y erector.Additional permanent bracing of the overall structure is the responsbtity of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/IPl1 Quality Cdteda,DSB-89 and 8C5I Building Component 7777 Greenback Lane,Suite 109 SafeIffSouthern PinetSP)lumber is specified,thedesignvalues ate those effecctive 06/03/2013 by MSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 I D:j7axn4OsHnThIyaUAczwOszX1 UY-feg8ep060_N4pg 1 epwciLrAjdNO2oWFDVey6ADGz0QTt I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II 11 N q V . A. v O O 9 8 1.5x3 II 7 6 3x4= 3x4= 3x4= I 3-0-14 7-2-¢ 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets()(,Y): f4:0-1-8,Eduel,f8:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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!nor YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. •tONIO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 OOcj OF WAS.41,k WEBS 2-9=-456/0,4-6=-424/0 NOTES .14r�; co 1, tri 1)Unbalanced floor live loads have been considered for this design. % N 2)Refer to girder(s)for truss to truss connections. 4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. "3r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d•il 49639 447 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 Y z0 be attached to walls at their outer ends or restrained by other means. �4'•6",, �CISTER LOAD CASE(S) Standard `SOV IdNALG 870 2PE �f y Nom' GREG N nv �N 90. ccMBER 1\ �p R9 A. HE2' EXPIRES:06/30/2015 April 22,2014 4 r ®WATshyhts-Ver:fydesign parameters and READ 101ES GW MIS AND TM2tSED MITER REFERE?KS PAGE HIP 7 473 rex.1/25/20118E34EUS Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual bulding component. �, Applicability of design parameters and proper incorporation of component n 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 erector.Additional permanent bracing of the overall structure Is the responsibility of the bulding designer.For general guidance regarding MITek* fabrication.quality control storage.dervery.erection and bracing.consult ANSI/TPIl Quality Criteria,059.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is specified.the design extues are these effective 06/03/2013 byALSC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries.Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-feg8epO60 N4pg1epNgLrAjc201v1Nd Vey6ADGzOQTt 2-6-0 10-5-10 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 e- e r O N e e e e e e .� 3x4—1 9 8 3x4= 3x4= 3x4= 1 3-1-2 3-?-103-9.10 1 4-4-10 416p 8-8-6 1 3-1-2 0.1-8 0-7-0 0-7-0 0.1 4-2-6 Plate Offsets(X Y): f8:0-1-8,Edgel.19:0-1-8.Edeel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deb Ud 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. 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(Ib)or less except when shown. TOMO ]C- TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 `C BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 ��. QFVITASAs WEBS 2-10=757/0,2-9=-28/290,5-7=-737/0 J r PIv `NCS, t „: 9,,. , NOTES N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. r/f,,fir,` 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 1149639 w� be attached to walls at their outer ends or restrained by other means. 0et,.LtOISTE0 „ U LOAD CASE(S) Standard `rs1Q1NA'SI°' • ,01114 PROE �.g"f�•&NGiNEFio.u. /0. 'k, 8. • 2PE 1 Ni� Iv y OREGO Jti 'Ac,oc0 10 ., 13ERP7- . S A. HET— EXPIRES:06/30/2015. April 22,2014 e ® W4RNIVJ-Ver,7dnsIga parnarelnrs nod READ!/3175C71 THIS AND I?/ UDE0MITEKREFERENCEPAGE MIL7473ter,1,/19/28t88ETREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and h for an individual building component. Pilli• 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 stabitty during construction is the responsibillity of the • MITek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DS11-89 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. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specked.theelesign values afcthese effective 06/01/2.013 by AMSC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXlUY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF VetcsklizOQTs I 2-6-0 I I 2-3-5 I I 1-2-0 II 2-4-11 I Scale=128.7 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 H- /..� 9 B Be ��g p I O N f.1' e b 1� 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-50-1113111-3-131 I 16-5-0 I 10-0-5 0.-8 0-7-0 5.0-3 0-7-0 0-1-8 Plate Offsets(X.Y): f10:0-1-8,Edgel.f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6.7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 d7. OV SVASITl 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 C.r . , W NOTES r* tr.-_, O1: 1N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4/ ' .� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI L jf�T 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,rjy4963_9�q �� be attached to walls at their outer ends or restrained by other means. Off' �vGIS7 . LOAD CASE(S) Standard ' .6'SSIONAL 0G 4.(0" PROFFss c;5 0NGINEF9, /0?/ 870 2PE yN1Aj,OREGO.''/(15;-',..,41.11\I ''Ss -,11 1\ \‘''s `s A. HECk EXPIRES:06/30/2015 April 22,2014 r ®ItARMIMS-Ver'?ydesignparanlerersxlREADDOTESC1JTHISANDMIJEEDMIUKREFERE?C PAGE MU-7413ree1/25/201iBEcOREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and Is for an individual tatting component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.&acing shown 1, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A 1Te�• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardiVI ng t fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.OSB-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,95610 It Southern Pine(SP)lumber is specified,the design values arc those effective 06/01/2013 byAtSC y Job Truss Truss Type Qty Ply 5A R41832518 PLI4-89_UP F13 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 15:39:04 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I I 1-0-11 II 1-2-0 ii 7-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 A 1.1 9 9 e e It... 1 'IC15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 %34-111 I 16-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edge1.113:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deb 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/TP12007 (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 orb-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. 01 ONTO �j,_ TOP CHORD 2-3=-2664/0,3.4=2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=-2556/0,8-9=-2556/0 sG BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 9r7 di.VIASp, 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, �; rf 6-13=-853/0 QIP' eiGNW, CO d NOTES % •` ca 1)Unbalanced floor live loads have been considered for this design. th. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. z'r d 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' ;. 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 �2 49639- 4./be attached to walls at their outer ends or restrained by other means. (; GIST Ii1Z '41QNAt 1G ; LOAD CASE(S) Standard ED PROrk- iQ , oAwNEF'9. ��. 'IJ 87022P, y �'oj;.OR GON rye LC/ °ACS""j13ER 1N Pio Sla A. HERS EXPIRES:06/30/2015 April 22,2014 r A WARNIM-Verity design;aanlersI3 and READ MIES OH MIS AND iitattMED MITEXREFEREAYE A495 Hit 7 473 re r,J/29/2016BERTREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and b 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• erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding M iTele fabrication.quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Buflding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Rate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber issper.Nied,the design values arethose effective 06f01f2013 byAtSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Muck Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUYru3VPNYbdo2_B1xLspxbpv4peR UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 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 • 1111111 0 N 1. 11 10e 9 8k 3x4= 3x5= 3x4= 1.5x3 I I 3x4= 1 8-2-9 18.9-9 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.Edoel.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. • r ONI t;_ TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 O O BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 G „'w 1. C� 76 NOTES i` Q1,' C6 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r/,`!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 ,�\\....„..s7 49639' �.e. be attached to walls at their outer ends or restrained by other means. 0���- G/S,i- LOAD CASE(S) Standard ssIQNALG ,R1/40 PROs �5� °NGINE9 �%2 .-C 870 2PE CV -7N�A),OREGQ do �ti 90 '17,/ 'V 1\ - A. HEC' EXPIRES:06/30/2015 April 22,2014 4 r ®MAWS-Verity design parameters and READ NG7ESONTHISANDTTA2t&EDtela REFERENa P4GEHiT.1473ren,1/29/2014BifOREUJ56 Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. LI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria.051-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SIfSouthernPinte(SP)lumber it specified.the design values aretase Street.Suite 06101/2013 byAtSC14. Citrus Heights,CA,95610 Job a 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:j7axn4OsHnThlyaUAczwOszXl UY-YP3f1BRd4CtWHIKP2mvHO0uKrdQGRS_4Za4OM1 zOQTp I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J L O N L 1 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 purlins, 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 (Ib/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 • o't NIO NOTES Oc 01WZL'31 1)Refer to girder(s)for truss to truss connections. G rt+ `N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , Cl' 1d 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 co "'. �'t c4 be attached to walls at their outer ends or restrained by other means. 1, 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. 4 The design/selection of such connection device(s)Is the responsibility of others. r 4?r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .4 ,e-•, ,e-• LOAD CASE(S) Standard q�'.,'�GIS'CEK' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SIONALV, Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) ,_to RROFE-- • g .�. N FA.r5'y02 �� 87022P : . � �y 'oj; ORGONr2)o1 A �0 'yeER A• . 10 A\-41 HE. EXPIRES:06/30/2015. April 22,2014 r ®WSARMIM3-Wray design parameters sad READ NOTES ON MIS AND INCLUDED MI7EKREFEREMCE PAGE MU 7473 re 1/29/20148ff0PEUSE • NI Design valid for use only with Neck connectors.This design is based only upon parameters shown,and b for on individual bulding 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-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/T111 QuaBly Criteria,DSB-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 Southern PinetSP)lumber is specified.the design values arethose elfecthie 06/01/2033 by AMSC J Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference footional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-4CVHGrQ?Jvtfg81DV2O2TpL6KD22izQxKwLrgbzOQTq 1 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 1 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 q 53x4= 6 N e n O ee 1d 9 8 3x4= '.1)i 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 1 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,V): f8:0-1-8,Edoel.19:0-1-8,Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 026 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 Incr NO WB 022 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.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18,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) IO 14. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rs w TOP CHORD 2-11=926/0,3-11=-926/0,3-4=-926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 Q O WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 W G4,.. , coo C) NOTES ti < y 1)Unbalanced floor live loads have been considered for this design. N • 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7e3r 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 49639,c1 4,•• be attached to walls at their outer ends or restrained by other means. I� 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. �'�',cs _JSz The design/selection of such connection device(s)is the responsibility of others. • 43LOCI 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 •c<,‘1% E) PROF,. Uniform Loads(plf) F Vert:7-10=8,1-6=80 • 5 GIN --/� Concentrated Loads(Ib) �� �N F9 2 Vert:11=-169(B) `e 87022PE 9f / yN�% 0REGO, c Q'A \ �0 .`7$ER 1 °1/49sP A He; EXPIRES:06/30/2015 April 22,2014 1 • ®WARM.M3-VecifydesfgnparametersandREADNOTES0#IN/SANDISIZtrrEDMITEKREFERENCEPAGEMIL7473 rex 1,/29/201$13E PIEUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for on individual building component. Appficabifity of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown I, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theiA"Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the billeting designer.For general guidance regarding fabrication.quality controL storage,defnery,erection and bracing,consult ANSI/I711 Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormaton available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 ll Souttsem Pine 1SP)lumber is specified,the design values arc those effective 06101/2013 byAtSC r Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 ry NEM Dimensions are in ff-in-sixteenths. 111046,_ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For Q 1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I o bracing should be considered. !°- � 3. Neverstackmaterialsexceed tonhe design loadinginadequatelybracedshown trusses andnever TA* U 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 a C6-7 C designer,erection supervisor,property owner and plates 0-'Ad' 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 Plne lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. s Y by AWC in the 2005/2012 NDS 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. M�E reaction section indicates jointIIIIIIN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MON .. 18.Use of green or treated lumber may pose unacceptable 11.-=.-.1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI I: 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. a6 Tek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 e 40r-0' AR1 AR1 a R a N ? 1 < II ' / cw- J1 \ v J1 J T► _ J2 lo. I _ J3 `.\ �� J4 J• siaL 7:12 J6 J7 ` — J7 J8 _ _- - J8 J3, 'V J9 J10 - aii / / J10 aT J11 J11 4 J10 - ad F- r... _r J9 . - J$ - f4-12 J7 14:12 - - - J6 7: 12 - - - \ \ / , 1 / J12(10' J13 (5) Hewes F. 1.:12 i I IG S26 P - 1I:12 CONFORMS TO DESIGN CONCEPT -i / ® CONFORMS TO DESIGN CONCEPT WITH a I ❑ GARAGE RIGHT REVISIONS AS SHOWN 111-8■ isi CONFORMS TO DESIGN CONCEPT I ❑CONFORMS TO DESIGN CONCEPT WITH I REVISIONS NOTED ❑ NON-CONFORMING-R ISE AND RESUBMIT ❑NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW D FOR GENERAL CONFORMANCE 20'-6■ ru MP Ltit xao WS LEN WAVED cat 4ErGar ona:.a avCE WITH THE DESIGN CONCEPT ONLY AND Q S NOT RELIEVE THE Km s Na'Al C0.4 uo Ire ur a��t jk j i ia22dTtYhrtbK+r:P=3''YJ40 COf.?dtLWLE NiEE 1iN ■ :MN4 MS.5?,CC-MATiS.AH AiiJJLE:cOES.DL'Of M9O1 MA FABRICATOR/VENDOR OF RESPONSIBILI Y FOR CONFORRANCE WITH THE '0 Eauanrzw"KS s o Anzw DESIGN DRAWINGS AND SPECIFICATION ALL Cr RnI4n HAVE FAHMill By Meda Fukui Me 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 CT ENGINEERING INC 1 0 Copyright CompuTrus Inc.2006 1i/ILL&H: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/I4 PLACEMENT ER roTRiSSALCLTISAAN PROJECT TITLE REVISION I: AwlNcs F ASL LUOFURRTHER '4� PLAN 5-A COFFER NG DESI NSIBLEF NEEROFNFORMATION. IRECORD �l� � ,i, PLAN USS PLAN: DRAWN BY:JP REVISION-2: TOTRRUNSSSCONNECTIRIOONS.BUIILLDIING 1i d, in er 5-A / A-A CHECKED BY: DERGNNERI DINAP�EROF RECORD TO COMPANY' DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TRUSS, : 1/8"=1' All designs are property of-Pacific Lumber and Trgss.All designs.are null and void if not fabricated by-Pacific Lumber and Truss. 401-T J1 _i _ ■I■ —e4+— �I_ J2 _. M��%I_2C , ,'� J3 , `'mm I Erin' • J4 ,gam J5II /,.1I ,�C J6 7:12 r&`,�IJ6C ARCM J7C A J8 ._'cm 1 _ J8 J9 � '� 4U I_ J9 m as J10 - , °° / / '' i - I_ J10 N IliJ11� ---L 3 i__— � J11 I_ J10 `r —. • a J9 al I. I J8 ® a 111_ J7 7 127 1 _ J6 1 1111 J12 110) ' r �I ° gym: (5) 14: 2 �, tip.; `9 r HGUS28 M� K , NUS2f i 1 • 2 1I.1111I_ J13 I� - ---- " 12 I1I' 1 1- r, Pr H .4 in, ® CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT ? I SIONS ASS OWN •11 G-REVISE AND RESUBMIT D CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE NON- 0NSNOTED ..6° I WITH THE DESIGN CONCEPT OILY AND DOES NOT RELIEVE THE O NON-CONFORMING-REUSE E,RESUBMIT (j,J- M..GCSKAIYANCE M PO,RE. „u .E NOT FABRICATOR/VENDOR OF RESPCSFSIBILITY FOR CONFORMANCE WITH THE MX eo:.. :+arr MY AM NU RR.=acs wr MEW , DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 0410.•01•10..i RF}NYSe111T.Gt=00..00.US= oa:•mn:us1sr.~1 s.ro104.....=M. .mw-.«..Ye OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. eu Alexia Fukul Drte 9/22/14 M I L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 ® ght CompuTrus Inc.2006 CT ENGINEERING �R�' BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14iSSE"�puAnIOENT ONLY.REFER `. RAL PROJECT TITLE REVISION-1: DRAVVINGs FOR ALL FURTHER .T mg am INFORMATION.BUILDING DES �. PLAN 5-A COFFER DESIGNER/ENGINEER I.' RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5-A / A-A CHECKED BY: REVIEW AND APPROVE OF ALL Ot T IC R U S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. i7 . ;I< 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPI/WTCA In BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). t.s 0Z9 lei 4, . , lk I :. .CSRcNb < ZOO „,.. . , <:).ir26. . 20. SJQNAL ' ” (0%1111r EXPIRES 6130115 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4y41/DOF/C=1.00 TC: 2x4 KDDF 711&BTR LOAD DURATION INCREASE = 1.150 114 2.10= -799 2686 3.10= -300 336 BC: 2x4 NODE M1&BTR SPACED 24.0. 0.C. 2- 3= -3018 1136 10-11=1.562 2250 10- 4= -235 629 WEBS: 2x4 NODE STAND; 3- 4= -2885 1241 11.12= -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= -460 1077 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •2885 1241 12- 6= -736 574 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: 24.0' 24.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES M,M2OHS,MIBHS,M16 = MiTek Mseries THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50' 3.31 KDDF ( 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25' ,,, • t ., . , r - . . • .. 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' 1. 1. fNOTE:Oesi n assumes moisture content does I 7-05-13 T 7-02-08 7-02 OB I. f 7-02-08 f 7 02-OB f 7 05 13 f not exceed 19%at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 I7 M-4x6 Q 7.00 system and components and cladding criteria. Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 5 4 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), \ load duration factor=l.6, M-5x8(S) 1N . idaneeoftwtrusoads ntheplof the sonly. M-5x8(S) 0.25' ,0.25' of yL U, .,, \ o ‘\k + + c. M 1.5x3 M-1.5x3 4 + 0 CD AA - o 2`'M-3x8 M-3x4 10.25' 0.25�� M 3x4 M-3x8`8 c M-5x8(S) M-5x8(S) y y ), ), y )' ; J- 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - B2 - .AGPROp Scale: 0.1445 (G�`}�''N�fir �6) WARNINGS: GENERAL NOTES,unless otherwise noted: C. V.�(!r /'�, -9r"- Truss: 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 0 S P E and Warnings before construction commences. building component.Applicability of design parameters and proper Tru$$: B 2 Incorporation of component Is the responslbltty of the building designer. O. 2.2z4 compression web bracing must be stability 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.a.and et 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 drywail(BC). / '!m' - DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ e1 Q '�, ` 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsiblity of the respective contractor. 'f! OREGON �! SEQ. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, (, \Ix TRANS I D: 406556 design loads be applied to any component 5.CompuTruc has no control over and assumes no responsibility for the and are for"dry condition-of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if / '�y 2� d . 4 14 `` P fabrication.handing,shipment and Installation of components. necessary. SFR R�Y�� 7.Design assumes adequate drainage h a. 6.This design is furnished subject to the imitations set forth by 8.Plates shed be located on both faces of truss,and placed so their center 111111111111111111 TPIANTCA In BCSI,copies of which will be famished upon request. Digitsit coincideictwith Joint centernche. 9.linesIndicate size of plate in inches. MITekUSA.IOC./COOtpUTrusSoftware7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weis) 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 4WR/DDF/C =1.00 , TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9= -843 2654 3- 9=(•300) 335 7. 8=(•2357) 628 BC: 2x4 KDDF R11.BTR SPACED 24.0' O.C. 2. 3= -2998 1127 9-10= -607 2217 9. 4= -234 630 3- 4= -2865 1232 10.11= -267 1637 4.10= -737 574 WEBS: 2x4 KDDF STAND; 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 <= 12'0C. UON. DL ON 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= -595 713 162--12==(-258 6-12=(-258) 354 OVERHANGS: 24.0' 0.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' -380/ 2064V -302/ 316H 5.50' 3.30 KDDF 625 M,M2OHS,M18HS,M16 = 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 ( 6251 JT 2: Heel to plate corner = 2.25' I OND Deoign checked for ne3•(g-5-Rsf) uplift at 24 'oc spacing I '• For hanger specs. - See approved plans 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 not exceed 19% at time of manufacture. 21-10-12 21-07-08 ,( 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. Wind: 1140 mph,pHh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 Load Heduights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-4x6 .Q 7.00 7.00177- 4.0" Truss thedplaneed offthewtrussoads only. 5 4X M-5x8(S) • M-5x8(5) 0.25" 0.25" Liza 0 M-1.5x3 M-3x5 c, M..ss x3 co 0 0 ,y- _ n ')P 10 " T ti 12 8.' 0 2M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5�(S) y y y y 8-11-01 y 8-11-15 y 7-11-08 8-11-15 8-07-13 )- 2-00 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1Scale: 0.1411 c �� EO PR 0* GINE WARNINGS: GENERAL NOTES,unless otherwise noted: I Z 2/ 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 . 92O P E t Truss and Warnings before construction commences. building component.Applicability of design parameters and proper r� E91 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 rex nsING of the erector.Additional permanent bracing of 2'o.e.and at 10'o.s.respectively unless braced throughout their length by po ty continuous sheathing lO o n,such as plywood sheathing(TC)and/or drywen(BC). / '!p�' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ e 4.No load should be applied to any component until after an bracing end 4.Installation of truss Is the responslbiGty of the respective contractor. 7 A_OREGON Cci SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, L- "meq O\>1 A, design bads be appled to any component end are for'dry condition"stone. O 1 4 2 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6'nacessa ssumes lull beefing at all supports shown.Shim or wedge If M ,,..‘ti., fabrication,handing.shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R`V-`' 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth laces of truss,and placed so their center - lines coincide with joint center Ines. I IlIIII11III VIII VIII ill IIIII IIII IIII MITekUSA.Inc./CompuTrus TPI/WTCA In SCSI,copies of (Software 7.6.6(1 L)E ch will be furnished upon request. 10.Digits rbasic iccoonne size roplate design vain lues 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 Nl&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 #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 12-13= -1034 2330 4-12= -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12- 5=( -216 868 2x4 KDDF q1&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 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TO 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=I -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24'0C 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 ORG REQUIRED BAG 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 M-1.504 or equal at non-structural vertical members (uon). ' ' • ' Connector plate prefix deal ratans: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C nnect8,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16= MiTek MT series MAX TL CREEP DEFL= -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL= 0.165' @ 15'- 9.7' Allowed= 2,130' JT 2: Heel to plate corner = 2.25' MAX TL CREEP DEFL= -0.296' @ 22'• 6.6' Allowed = 2,840' ** 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 i"I not exceed 19%at time of manufacture. T 19-11-11 T 23-06-09 T Design conforms to main windforce-resisting 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 f 'f ' T f '( Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 15-09-12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads 12 in the plane of the truss only. 7.00 pM-4x6 M-5x6(S) • M-3x4 0 25' =M-4x4 M-1.5x3 M-5x6(S) 7 y 89 10 -, 0.25' r v 0 0 )5x34\ / + + +t o + of o it i / 13 / t4 15* a M-3x8 M-3x4 �-25" M-3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) 1, J, y b 1' J, y y 7-11 7-06 9-05-08 9-03-12 9-04 b 2-00 43-06-04 V Op JOB NAME: 5-A POLYGON NH - AH3 Scale: 0.1504 �5"S"' GIN �p� sso WARNINGS: GENERAL NOTES,unless otherwise noted: 451 6/21//7 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 4t = O P E ti' Truss: AH3 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 2'o.c.end at 10'c.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 drywan(BC). `P!- '� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ et CC 4.No bad should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON A. S E Q. : 6037154 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, b design loads be appsed to any component, and are for"dry condition*of use. L/64:;: 14 �y 0 TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If Q 1 Z �T fabrication,handling,shipment and Installation of components. necessary. sr M1:M10- 6. (�,, 6.This design Is furnished subject to the Imitations set forth by 7.Plates shall be located on both faces of truss,and placed so their center '''/ [�n`1 SJ 111111111111111111111 MITe USA,Inc./CompuTrusTPIAnfiCA in Software 7.6.6(1 L)-Z I,copies of which will be famished upon request. 10.Folinr basic cos nnector e with oplate design values see ESR-1311,ESR-1988(MITA) + 1l int center Ines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIlIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 , TO: 2x4 KDDF R1&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 #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 12.13= -1034 2330 4-12= -445 367 2x4 DF STAND A' LOADING 4- 5= -2453 910 13.14= •850)2024 12- 5. •216 868 2x4 KDDF R1&BTIt 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'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT Co 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 LOCATIONS) 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 SM,IN. (SPECIES 0'• 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF625 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 r'r . ' '' ' ' '' - ' ,.M,M2OHS,MI8HS, 16 = MiTek M series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner= 2.25' MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL= -0.043' @ -2'• 0.0' Allowed = 0.287' ** 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 T Wind: 140 mphh=23,9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 ,r T T TT T T f 1 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,� 15-09-12 Truss designed for wind loads f f in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.00 p M-3x4 0 25■ =M-4x4 M-1a5x3 M-5x6(S) 7 ry9 4 s 0.25'tt v i73 /\/ + 8 M-1.5x3 0 + e A 'M-3x8 M-3x4 1) .25" M-3x4 0.254 =M-4x415* M-5x8(S) M-5x8(S) 1, ), 1, 1, 1, y J., 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 - AH2 '<<, PRr�F�ss Scale: 0.1504 �sGJ ���/!!' ro WARNINGS: GENERAL NOTES,unless otherwise noted: ( T 29 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 CC 0 P E < Truss• AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper' 2.214 compression web bredng must be Installed where shown+. Incorporation of component is the respondbitity of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes Ne top end bottom chords to be laterally braced et 2'o.c.end at 10'o.c.rea edNe unless braced throughout their length DES. BY: EE Is the responsibility of the erector.Additional permanent bracing ofsp )and/or ( by �� corridgi ginrsuehr eb plywood sown+drywall(eC). rOP DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ I F Cr 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 4./' S E Q. : 6037155 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. �, \� As design bads be applied to any component and ere for"dry condition'of use. / -1}- o 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 O 14 rt �t1y� fabrication,handling,shipment and installation of components. nesssaery. MFP R 11.•`' 6.This design Is furnished subject to the limitations set forth 7.DesignPlatesassumes b eadequate drainage Is f truss, IIIIII VIII VIII VIII(IIII VIII VIII IIII IIII g 1 by 8. be located on both faces oftmss,and placed so their center TPINYrCA In BCSI,copies of which colli be furnished upon request. Ones coincide with joint center lines. 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 1111111111This 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 41/43/DDF/Cq=1.00 TO: 2x6 KDDF g16BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2= 0 114 2.11= •1639 4875 11- 3= 0) 300 9.16=(-4391)11805 2x4 DF 2400F Ti 2- 3= •5879 1836 11-12= •1642 4872 3.12= -366)) 286 16.10= -342 255 BC: 2x6 KDDF#16BTR LOADING 3- 4= •5549 1990 12-13= •2387 5968 12- 4= -428 1823 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 LL 50.0 +DL 14.0 = 64.0 PLF 6'• 0.0' TO 12'- 0.0' V 4. 6= •4731 1764 14.15= •2062 4966 6-13= 0 419 2x4 OF STAND B' TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 43'- 6.3' V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= •4 186 2x4 KDDF STUD C BC UNIF LL( O.0I+DLI 40.0 = 40.0 PLF 0'- 0.0' TO 43'- 6.3' V 7- 8= -5543 2225 7.14= •967 519 8- 9.(-3514 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12.00. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9-10=( -100 112 8-15= -2455 1086 BC LATERAL SUPPORT<= 12'OC. UON. 15- 9= -684 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24.00 UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.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' -1508/ 3729V 0/ OH 5.50' 5.97 KDDF ( 625 OVERHANGS: 24.0' 0.0' (GOND 2. Design checked for net( psf) uplift at 24 'oc spacing.) Connector plate prefix desi nators: 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 M series MAX TL CREEP DEFL= -0.039' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL= 0.290' @ 19'- 5.3' Allowed= 2.130' ** For hanger specs. - See approved plans 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 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 31-06-09 All Heghts), Enclosed Cat.2, Exp.B, MWFRS(Dir), 11-11 11 load duration factor=l.6 .( T I Truss designed for wind loads 5-11-14 5-05-02 0-0,�6-10 5-10-05 6-05 6-05 6-05 6-05.04 in the plane of the truss only. 11-09-12 1' ' 640# 12 ♦ M-7x8(8) 7.00 M-5x10 =M-6x6 0�5e =M-66x6 =M-100x10 M-3x61 y 88 - C) -7 M-3x4 0 + \I. C + A c i A n M-4x12/ 8 e . y. ' M-1115x3 M-3x10 12 1b�•25" =M 4x4 0.2545 M-4x10 =M-8x8(S) =M-10x10(S) y J. y y J. .J y , J. 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 ii\ JOB NAME: 5-A POLYGON NH - AH1 scale: o.tsts �5����GPNOF�619 �, izi/ °1 WARNINGS: GENERAL NOTES,unless otherwise noted: n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' ! .P E { Truss: AH 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at ' '2'o o.and et 10'o.c.respectively unless braced throughout their length by ` .:'� DES. BY: EE is the responalbltty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). / ' - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.Zs Impact bridging or lateral bracing required where shown++ SEQ. : 603 7156 4.No load should be appied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ',7` A OREGON' ��" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design loads be applied to any component and are for"dry hill be n"of use. //� 9'y 00 4- c..# 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 v 14 P necessary. MF V. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. `R R`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 TPI/WTCA in SCSI,copies of which will be ished upon IIIIII VIII VIII I III VIII I III VIII IIII IIIIMITe USA,ince/CompuT 9 Softw eh7 6.6(1 L E request. 10.For basicconnectorlines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'• 9.5' IBC 2012 MAX MEMBER FORCES 4((WR/DDF/Cq=1.00 ' BC: 2x4 KDDF N18BTR;TC: 2x4 KDOF/118,BTR LOAD DU SPACED RATION 124.0' 0.C. )1 15 2. 3= -40621544 11.12= -1139 3226 114 2-11= -1212 3463 13.12=( -506) 849 350 17. 8=(•300) 336 2x4 OF 2400F 85 3- 4= -3073 1177 12-14= -797 2720 12- 4=l( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13.15= 0 0 4-14= -567 259 2x4 OF 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 <= 12'0C. UON. 8. 9= -2957 1138 17- 9= -836 2403 6.16= •434 1178 LL e 25 PSF Ground Snow (Pg) 9-10= 0 114 16- 7= -722 578 OVERHANGS: 24.0' 24.0' 7.17= -243 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix desi nators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix=CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS, 16 = MiTek M 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(-5 pot) uplift at 24 'oc c an cingj 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'• 6.0' 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' 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 12 12 MAX X HORIZ. TL DEFL = 0.166. 8 M43'• 4.0' 7.00 7" M-4x6 7.00 NOTE:Design assumes moisture content does 4.0° not exceed 19%at time of manufacture. 6 weDesign conforms to main windforce-resisting M-5x8(8) i,\ M-5X8(S) system and components and cladding criteria. Wind: 140 mpph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), Tr s s ,25" Load duration factor=1.ti �� Ninuthedplaneeoffthewtrussoonly. J CD M-3x4 A‘k 4M-1.5x3 M-3x4 M-4x6 ��� CD /s' 12 c "� 4 1 is g to M-4x6+ M-3x4 8M-5x10 0.25') M-3x4 M-3x8\g o - 2.75 2,04 oM-4x10 M18HS-5x16(S) 12 12 J, 7 y yy 1, 1, y 5-05-0 5-10-08 6-02 01.11 10-04-12 8-11-15 8-11-01 , , ,, Y-05-08 12-00-08 17 , 10-04 27-05-04 2-00 y2-007 14-06 29-03-08 y ) • 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - B3 Scale: 0.1309 Cy'�0.0GPN PP„ JOB WARNINGS: GENERAL NOTES,unlesotherwise noted: 445 jai � * 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 "' 2 e P E { Truss: 63 and Warnings before construction commences, building component.Appicablity 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. 1.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 continuous ntin and sheathing 1a' s ch as y dss braced(TC)and/o their length by ` +� po ty 20 Imps t ridgin such as plywood shaathin s and/or drywegg b / .Asp . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e` Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON `I SEQ. : 6037157 fasteners are complete and al no time should any loads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment, 1'L � `V TRANS I D: 406556 design loads be applied to any component and are for dry condition'of use. /Q -4/J.- 14, �� 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 2. A"�' fabrication,handing,shipment and Installation of components, necessary. provided. ,r_� `-. B.This design Is furnished subject to the imitations set forth by 7.Plates shall beDesign locatedlocates gdon both feate ces se lot truss,ad placed so their center 'VJ R R)L 1111111111111111111111111 MTe SAINVTCA inSCSI,copies of which will be furnished upon lna/COrnpuT 9 Software 7.6.6(1 L)E request 10.For basic connectorlines coincide with oint center hes. plate design values sae ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 I 11111111111This 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 IC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 114 2.15= •1177 3199 15. 3= •99 614 22.13=( •87) 221 BC: 2x4 KDDF 916BTR SPACED 24.0' 0.C. 2- 3= -3891 1497 15.16= -931 2763 15- 4= -277 430 13-14=(-2471) 843 WEBS: 2x4 KDDF 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 IC LATERAL SUPPORT<= 12'0C. 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 20-21= -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= -2294) 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 SO.IN. SPECIES 3'- 0.0' -349/ 828V 21 / 224H 5.50' 3.30 KOOF 625 Connector plate prefix designators: 1828V 0/6.2' 254! 0/ OH 5.50' 2.92 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series (GOND 2' Deijgn checked for net(-5 psf) uplift at 24 'oc soacine. 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' MAX TL CREEP DEFL= -0.043' @ -2'- 0.0' Allowed = 0.267' '' T T MAX LL DEFL= 0.174' @ 17'- 8.5' Allowed = 2.130' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX TL CREEP DEFL= -0.335' @ 22'- 10.8' Allowed = 2.840' 2-07-0 4-04-07 0-0�4l 5 5-05-12 0-0�4-15 5-01-08 MAX NORIZ. LL DEFL = 0.095' @ 43'- 0.7' T f f T if '( '1 1'f T '' MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7' 15-09-12 15.06-08 NOTE:Design assumes moisture content does 1 not exceed 19%at time of manufacture. 12 M-3X8 M-3x4 12 Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. M-4x6 M 4x6 Wind: 140( moll, h=23.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M-5x6(S) 8 9 1 M 5X6(S) 1((All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), 0.25" Trussddesignedffor owind 6loads ..:; / 0.25" in the plane of the truss only. / �2 oM-3x4 +. /I+, +, + 3x5 ( p M-1.5x3�at M 1.5x3 M-4x6 `^ c _ -. r 'M 5x10 M-3x4 17-- 9 2022 1s• o M-4x6+ o M-5x10 M-3x4 0.2 M-3x4 M-4x6 0 - 2.75 1.89 M-4x8 M-5x8(S) 12 y ' y 12�0112 ), y y J. y 3-05-0y 6-06-10 5-05-14 1108-Oz 5-07-14 5-05-12 7-06 7-07-12 11 y ,-05-08 13.01-04 ,, 2-00 25-11-08 y y y 14-06 29-00-04 1 2-00 43-06-04 �'T': Eo PR OFFS JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 � G %N7 rs�PP OWARNINGS: GENERAL NOTES,unless otherwise noted: Z/I�p 2# 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 -9Z 1 t✓f E r Truss: BH3 and Warnings before construction commences. building component.Appticablaty of design parameters and proper r /!® 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T o.c.and at 10'o.c.respectively unless braced throughout their length by !I�` DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheething(TC)and/or drywan(BC). �' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.Zn Impact bridging or lateral bracing required where shown++ all 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. 7OREGON ((,/' SEQ. : 6037158 fasteners era complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment L ,,'. �O` design beds be applied to any component Design assumes on and are for"dry condcondition*"of use. / 4, '.20 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6. bearing at all supports shown.Shim or wedge if O 14, P fabrication,handing,shipment and installation of components. necessary. J�p ': Po 7.Design assumes adequate drainage Is provided. "•`'R RIG\- 8.This design is furnished subject to the imitations set forth by 8.Plates shag be locatedonboth faces of truss,and placed so their center .. I,copies of ch will be furnished upon IIIIII I I VIII III VIII I")VIII III)IIII Mire USA,Inc./CompuTrus 91SpHWare 7.6.6(1L)-Z request 1Ones coincide with joint center Ines. 0.Digits basic connector nsize for platetdes values see ESR-1311,ESR-1988(Mirak) TPIMITCA in 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 4WR/DDF/C x1.00 ' TC: 2x4 WOOF N18BTR LOAD DURATION INCREASE= 1.15 1- 2= 0 114 2.15= -1177 3199 15- 3=( -99 614 22-13= -87) 221 BC: 2x4 WOOF N18BTR . SPACED 24.0' 0,C. 2- 3= -3891 1497 15-16= •931 2763 15- 4= -277 430 13.14=(-2471 843 WEBS: 2x4 KDDF STAND; 3- 4= •3508 1481 16-18= -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 TC 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 20-21= -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 24'0C 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 LAD 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 BAG 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( osfl uuplift at 24 'ox s acp ing.) 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= 0.174' @ 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' Xf MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7' 2-07-0 4-04-07 0-04-15--f 5-05-12 0-0�4-15 5-01-08 NOTE:Design assumes moisture content does • 4. f T T ff .' i• 1sr ¢ T not exceed 19%at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T 4' T T system and components and cladding criteria. 12 M-5x6(S) M-4x6 M-ix8 M-3x4 1,M-4x6 12 Wind: 140 ash h=23.9ft, TCDL=4,2,BCDL=6,0, ASCE 7-101 7.00 .M-5x6(S) Q 7.00 'All Heights), Enclosed Cat.2, Exp.B, MWFRS(D.r), oad duration factor=1.bt 0.25" Truss designed for wind loads 0.25' in the plane of the truss only. ,r M-3x4 Cu P-3x5 M-1.5x3 M-1.5x3 T M-4x6 1� " c '' _ -_ 1, 2 M-5x10 M-3x4 c 17 -5x1019 M-3x4 0.25;7M 9x4M-4x69' o M-4x6+ M 4x8 M-5x8(5) X2.75 1.89 12 1- 012 2y )' y y J. y y J• ,-05-0 6-06-10 5-05-14 1),08-0,g 5-07-14 5-05-12 7-06 7-07-12 y 5-05-08 13-01-04 y 2-00 25-11-08 k J' y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1266 <5.<<-1'N �`ss/ (5' `` /2Ztigr 0WA * 1. iNGS: G • 5, NOTES, onlyBuildercontractor1. design Is based upon the parameters shown and Is for an Individual �' / S' Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 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 ` -4011111.'-; continuous sheathingsuchas plywood required when sand/or drywell(BC). / ,fie' 4 DATE: 8/22/2014 the overall structure Is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown++ el` Q 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. OREGON w SEQ. : 603715 9 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. y V ,�b /` design loads be applied to any component and are for"dry condition'of use. / Y 2� ..� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsiblity for the 8.Design assumes full bearing at all supports shown.Shim or wedge If O 14/we P fabrication,handing,shipment and installation of components. necessary. eq provided. 6.This design Is furnished subject to the imitations set forth by 7.Plates sn hall bebelocated on both faces ru , nd placed so their center R R V��- 11111111111113111 TPINYTCA in SCSI,copies of which will be furnished upon request. git coincidewith Joint centerIn Ines. 9.DigitsIndicate size of plate Inches. MITekUSA,Inc.lCompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111011111 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 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 114 2.15= •1844 6771 15- 3= -359 1675 21-13=(-366) 278 2x6 KDDF#1&BTR 72, T3 2- 3= •8240 2291 15-16= -1727 6287 3.16= -728 178 13-22= 0) 299 BC: 2x6 KDDF#1&BTR LOADING 3- 4= -6514 2010 16.17= -1666 5567 16- 4= 0 371 WEBS: 2x4 KDDF STAND; LL =25 PSF Ground Snow (P9) 4. 5= -6058 2101 17-18= -2003 5967 4-17= -494) 262 2x4 DF STAND A; IC UNIF LL 50.0 +DL 14.0= 64.0 PLF u'- 0.0' TO 12'- 0.0' V 5- 6= 0 0 18-19= -2095 6120 17- 5= -6311)) 2092 2x6 KDDF STAND B TC UNIF LL 100.0 +DL 26.0= 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 +01. 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'OC. UON. 9.10= -6194 2281 22.14= -1415 4765 19. 8= -779 384 TC CONC TC CONC LL( 5D0,0)+DL( 140.0).= 640.0 LBS @ 31'- 6.2' 11-12= •47400 1699 / 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 LOCATIONS 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIEB 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 ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(_5 psf)uplift at 24 'oe 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 = -0.350' @ 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 0-0.6-10 2.(-03-08 5-02-05 0-06 d -10 5-08.10 not exceed 19% at time of manufacture. 2-09 ' 4-04 '2-02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce•resisting T I' ' T 1`'r T f T r T T system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1r640# ,1;40# T load duration factor=1.bt 12 12 Truss designed for wind loads M-3x5 M-7x8(S) in the plane of the truss only. 7.00 p M-5,12 7 M-ix4 (la 0.25" =M-14Dx4 11 i-5x10 Q 7.00 12 y Id. M-3x4 r + ,13211-3x4 °I" M-3x8 M18HS-3x18 `;- M-7x12 eo /mss - B C 16 17 1 ee n =M-8x8 M 3x4 M-4x8 =M-8x8 19 0,20 M-3x10 M-1.5x3 19* o M-4x6+ M-4x6+M18HS-7x14 - 2.75 2.75 - =M-8x8(S) 12 12 ,, Y-05-0 4-04 4-05-12 3-02-11,,2-OO, 8-01 7-11-04 5-05-02 5-06-14 , ,2.004-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH1 'cc ,c, PROFF,c, Scale: 0.1366 0 ``�y,G(N/F1,/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44! v/zz++ r iP (]r� -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 7,92.0 P E r Truss: BH1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust 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'cc.and at 10'o.e,respectively unless braced throughout their length by4,40111.. DATE: 8/22/2014 Po ybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / �! the overall structure Is the res nsibia of the 3.2x Impact bridging or lateral bredng required where shown++ 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. 7OREGO(y ^V SEQ. : 6037160 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive7 environment, L- \O< A. design bads be applied to any component. and are for*dry condition'of use. / q. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes N6 bearing at al supports shown.Shim or wedge If Q 14n 2 t�• � fabrication,handing,shipment and installation of components. 7.Decessary. A 'e )+:��5.' 6.This design Is famished subject to the Irritations set forth 8.Platen assumes adequate onne cit fac a is p truss,a `t'� 1- (IIII I El IIIII IIII 11111111111111111 III IIID III IIII III) ctg bJe by 8.Plates shag e located both faces of end placed so their center TPINViCA In BCSI,copies of which will be furnished upon request Ines coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1LK 10.FForr9. its basic connecate ctor plate design values sea ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE= 1.15 1- 2= 0 86 2- 8= -104 734 3- 8=(-401 388 SPACED 24.0' 0.C. 2- 3= -1004 236 8- 9= -48 481 8. 4= -295 595 BC: 2x4 KDDF//MTh WEBS: 2x4 KDDF STAND 3- 4= -885 459 9. 6= -74 602 4- 9=I.294 595 LOADING 4- 5= -885 459 9- 5= -401 388 IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT<= 12'0C. UON. LON 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 SQ.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 KDDF ( 625( M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50' 1.56 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND 2' Design checked for net(_5 ap ffl uplift at 24 "oc s acn ing.l 10-03 10-03 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' 5-02 5-01 5-01 5-02 MAX LL DEFL= -0.024' @ 6'- 10.9' Allowed = 0.979' MAX TL CREEP DEFL = -0.043' @ 6'- 10.9' Allowed = 1.306' MAX LL DEFL = -0.002' @ 21'- 6.0' Allowed = 0.100' 12 12 M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0' Allowed= 0.133' 14.00 7 4 4.0" 14.00 MAX HORIZ. LL DEFL= 0.011' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0,015' @ 20'- 0.5' ii NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. NM-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mpph h=25,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 v co \ /0 c; 0 a a u7 ., ee o o 0 c o M-3x4 6 .25" M-3x4 M-3x4 /- M-5x6(S) /, y Jr Jr 6-10-15 6-08-02 6-10-15 > )' i' Jr 1-00 20-06 1-00 Scale: 0.2044 �<0 ,I CANE t, /2 JOB NAME: 5-A POLYGON NH - C2 IN WARNINGS: GENERAL NOTES,unless otherwise noted: / "/f 9 1.Bander 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 1 =S I P E r rf end Warnings before construction commences. building component.Applicabinty of design parameters and proper Truss: C2 2.7x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 41111111011.,7, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords t°be laterally braced at DES. BY: EE is the responsibilityofthe erector.Additionalpermanent bracingof 2'°•°•and at ea o.e.respectively unless braced throughout their length by ` -4061001P. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 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++ L y OR EGON�� /� 4.No had should be applied to any component until after as bracing and 4.Installation of truss Is the responsibiity of the respective contractor. '37 !7 SEQ. : 6037161 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, i A. design loads be applied to any component and ere for"dry condition"of use. /6 �Y 1 4 ZD Ii., TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 8'necessary.assumes full bearing et all supports shown.Shim or wedge If 11 �`- fabrication,handing,shipment and Installation of components. 7.Design umes adequate drainage Is provided. MFR R y 5..`- 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their renter I IIIIII VIII VIII VIII VIII VIII VIII 1111 1111 ` which request. MITeUSA,lncicompuTtvs Software 7.6.6(1L)E lines coincide with joint center Ones.Digits connector oes0rrbasiplatdeign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ill IIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' 10 • r •ii , , , , i• - 1 „ TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 818BTR; SPACED 24.0' 0.C. NOTE:Design assumes moisture content does 2x4 KDDF#18BTR B2 not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0)LING ONOTOP CHORD= 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. MON. DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. TOTAL LOAD= 42.0 PSF Connector NNpplate18 e( prefix desiggnators: Wind: (140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 M,M2OHS,,1!18HS,M16 or =oMiTek1MT seriesuTrus, Inc LL=25 PSF Ground Snow (Pg) load ash Cat.2, Exp,B, MWFRS(D>r), CLIMITED 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 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IIM-4x4 12 /- 14.00 7 3 iF 14.00 v 0 O t/ o41111111111111:-3X4 o :v e o CM-3x5(S) o M-3x4 y y y 6-10-15 13-07-01 y J• )' 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - Cl '<<• PRo Fs Scale: 0.2158 < ! GiINJI rs/O WARNINGS: GENERAL NOTES,unless otherwise noted: v {�Z � I.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 Ct •p 2-SPE r Truss: C 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2 ccontinuous sheathing such asplywoodood sheathing(TC)nless braced tand/o dhout e1ywelr l(BCth by `, 40 DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ - CC. 4.No bad should be applied to any component until after an bracing and 4.Installation of buss is the responsibihly of the respective contractor. OREGON D,SEQ. : 6 037162 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, '3�L ,, 4/ design bads be appFed to any component and are for'dry condition"of use. /Q ,�y 14 �� TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge If n '�• fabdcadon,handling.shipment and instafatlon of components, necessary.as. adequatesumes provided. A $. .'R 6.This design is famished subject to the Irritations set forth by 87.Platen shall be locatedonboth drainageaes of truss,and placed so their center -'t'/C�l R I t- 1111111111111111111 MITeTPk USA,lnciCO puTrus Software 7.6.6(1 L)ECA in SCSI.copies of which will be furnished n request. 10.For blines asic cooe with joint center Ines. n ector plate design values see ESR-1311,ESR-1988(MRaq 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 20-06.00 GIRDER SUPPORTING 43.09.08 FROM 7-00-00 TO 20.00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cy-1.00 ' TC: 2x4 KDDF M18BTR 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 k15BTR 2- 3= -8954 2004 9.10= •1252 5318 9- 3= -102 114 7.13= -474 2142 WEBS: 2x4 KODF STAND; LOADING 3- 4= -8738 2060 10.11= -1284 5552 3.10= -192 616 7- 8= -10200) 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 0'- 0.0' TO 20'- 6.0' V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 BTC LATERAL SUPPORT ‹. 12'0C. UON. BC UNIF LL 0.0 +DL 20.0C LATERAL'SUPPORT <= 12.00. UON. ( 522.4 375.2 87. 8= •10200 2302 13. 8= •1324 6066 11. 6. -2680 BC UNIF LL2.4 +DL75.2 = 20.0 PLF 20'- 0.0' TO 20'- 0.0' V 6= 680 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 SO,IN. (fSPECIES 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,M20HS,MIBHS,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 -' 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2' De�igp Checked for net(•5 psf) uplift at 24 'oc spacing.) Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX9' oc in 1 rows throughout 2x4 top chords, MAX LL DEFL = -0.001' 8 -1'- 0.0' Allowed = 0.100' 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 rows throughout 2x4 webs, *** MAX LL DEFL = •0,069' @ 14'- 7.7' Allowed = 0.979' 9' oc in 2 rows throughout 2x6 webs. HANGER TO APPLY CONC. MAX TL CREEP DEFL = •0.175' @ 10'• 3.0' Allowed = 1.306' LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL= -0.016' @ 20'- 0.5' 10-03 10-03 MAX HORIZ. TL DEFL = 0.034' @ 20'- 0.5" � � � �3-02-042-11-084-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 M 5X8 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 e \14,00 Wind: 140 mphh=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 5 5'0 (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Y load duration factor=l.� 4- -3x6 Truss designed for wind loads in the plane of the truss only, M-3x80cp M-4x15x12 M•5x16L,. �m ,� o C IN1Ie��ee �__. o o M-10 95x3 M-/x12 1b.25" M-61X10 M- X10 e O A- ***, 37511Y-M-10 J10(S) y y y 1, y y y 3-02-04 2-08 4-04-12 4-04-12 2-08 3.02-04 , 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 ���„� GPNO bs. /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ir��/2 / • 9' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4' b 921 I P E ti' C3 and Warnings before construction commences. building component.Applicability of design parameters and proper /O Truss: C3 2.a 4 compression web bracing must be Instated where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latarelty brecod at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at ea o.o.respectively unless braced throughout their length by p continuous sheathing such as plywood sheathirg(TC)and/or drywan(BC). ,,,,,,AM!- DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.&Impact bridging or lateral bracing required where shown++ 0 C 4.No load should be applied to any component until after en bracing and 4.Installation of truss Is the responsibicty of the respective contractor. OREGON 4./ SEQ. : 6037163 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 'L/ 47 y ZoNt„},<, design bads be applied to any component and are for"dry condition"of use. A 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 11 O 1 4 �`'. fabrication,handing,shipment and Installation o1 components. Dnesign MpR R I` 9W 7.Design assumes adequate drainage is provided. "C 5�,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,end placed so their center .. Ines coincide with joint center lines. 1111111111111111111111111111111 MITe AI^Inc./CompuTrus SCSI,copies of (ch itAll be Software 7.6.6(11.)-E n request. 10.Digits ribasic cob size of actor plate design values see ESR-1311,ESR-1998(MITek) EXPIRES:12/31/2015 11E IIIIIIII 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 1/1SBTR LOAD DURATION INCREASE = 1.15 1.2=((( 0 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF A16BTR SPACED 24.0' 0.C. 2.3=(•506) 111 6-4=(-24) 286 WEBS: 2x4 WOOF STAND 3-4=((•506))) 111 LOADING 4-5= 0) 86 TO LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12'OC. CON. OL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES LL= 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50' 0.97 KDOF 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 LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICDND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacine.l 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 T 1' MAX TLMCREEP DEFL= -0.003' @ -1'• 0.0' Allowed = 0.133' 12 12 MAX LL DEFL= -0.002' @ 12'- 8.0' Allowed= 0.100' M-4x6 MAX TL CREEP DEFL= -0.003' @ 12'- 8.0' Allowed= 0.133' 14,00 7 \14,00 MAX TC PANEL LL DEFL= 0.281' @ 8'- 6.5' Allowed= 0.557' 3 4.0" MAX IC PANEL TL DEFL = 0.497' @ 8'- 4.1' Allowed= 0.835' is MAX HORIZ, LL DEFL = 0.003' @ 11'- 2.5' MAX HORIZ, TL DEFL = 0.004' @ 11'- 2.5' NOTE:Design assumes moisture content does AAIII\INhk. 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(Dlr), load duration factor=l.bi Truss designed for wind loads in the plane of the truss only. 0 U, 0 co o 0 o _ 6 M-3x4 M-1.5x3 M-3x4 y y y 5-10 5-10 1, ). ) y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 ICON- 0IN •F�`sw WARNINGS: GENERAL NOTES,unless othenvlse noted: �� (]���/I ! v.9„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -4 . >721 S P E 1! Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by pr. Is the responsibility of the erector.Additional permanent bracing of `4,4010 the overall structure Is the res nslbm of the buildin designer. continuous sheathing such es plywood required where s and/or drywall(BC). /�mer!- DATE: 8/22/2014 Pa H g b 3.2x Impact bridging or lateral bracing shown++ A Q 4.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsiblsof the respective contractor. 7 OR EGO O\ � 41 .€ ,i- SEQ. : 6 037164fasteners are complete and at notime should any loads greater than 5.Design assumes trusses are to be use d Ina non-corrosive environment, TRANS I D: 406556b 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.Designnecesn asssumes N8 bearing at all supports shown.Shim or wedge if O,I- 1 4 2 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. .viii p`f �.VP 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be locatedonboth faces of truss,and placed so their center n n 1� s coincide with IIIIII IN VIII 111111111111111 VIII IIII IIII TPMiTek USA,In0.CA in SCompuTfus Software 7.6 6I,copies of which will be (1 L)-E upon request. 10.Folinr basic connector oplate design values see ESR-1311,ESR-1988(MITek) int center Ones. 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 11'- 8.0' ICDND 2 Design checked for net( s pgf) uplift at 24 'oc spacing I TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Deslgn assumes moisture content does BC: 2x4 KDDF Ri&BTR SPACED 24,0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD= 42.0 PSF C,CN,C18,C 18 (or no prefix) =CompuTrus, Inc Wind: 140 mph All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 i M,M20HS,MI8HS, 16= MiTek MT series LL=25 PSF Ground Snow (Pg) 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 5 10 5-10 complete specifications. T T 12IIM-4x4 12 /- 14.00 7 3\ \14.00 0 to l 0 co 0 to o o o M-3x4 M-3x4 . /. ) )' 1-00 11-08 1-00 ��„ D PROres� JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ,� .,,,RAGA" WARNINGS: GENERAL NOTES,unless otherwise noted: .. C "i" " /T *� 1,Builder and ereotlon contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an individual 92.0 P E r Truss: D1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobraced to be laterally braced at P ry ly 2'o.c.and at 10'o.c.respectively 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 overat structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+ SEQ. : 6037165 4.No bad should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of the respective contractor. AA__'OREGON t* �Q fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment �L '% y As design loads be eppled to any component and era for"dry condition"of use. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge If /O 14,``2� Pnecess "� fabrication,handling.shipment and installation of components. 7.Design sumes adequate drainage Is provided. MFR RIO-_ 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth laces of truss,and placed so their center I 111111 Ell VIII VIII VIII VIII 11111 IIII II MTe USA,lnciCompuT s I/WTCA in BCSI,copies of (Software 7.6.6(1 L)•E ch will be furnished upon request nt center Ones. ;ForDigits basic connector olines coincide with f iplate 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 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/0DF/Cq=1.00 TC: 2x4 WOOF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -5128 1156 1- 7= -684) 2978 7- 2= •566 2502 BC: 2x6 KOOF#1&BTR 2- 3= •3372 842 7- 8= -680 2954 2- B= -1360 424 WEBS: 2x4 KODF STAND; LOADING 3- 4= -3376 838 8- 9= -3721 1990 8- 3= •1214 4854 2x8 OF SS A; LL =25 PSF Ground SnowPg) 4- 5= -3446 750 9. 5= -370) 1988 8- 4= -156 306 TC LATERAL 2x6 KSUPPORT<= 12'0C. UON. BC UNIF LL(BC UNIF LL520.OI+DLI 320.0)= 820.0 97.6 PLF PLF 4'- 8.0' TO 11'- 8.0' V 5- 6= 0 86 4- 9= -176 84 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 KDOF625 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 IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,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 ( 2 complete trusses required. MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537' �� 12n together 2 plywith quired. DIA GUN MAX TL CREEP DEFL = -0.058' @ 3'- 1.3' Allowed = 0.717' 9 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' oc in 1 rows throughout 2x4 top chords, 5' oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL= -0.005' @ 11'- 2.5' *** HANGER TO APPLY CONC. 9' oc in 1 rows throughout 2x4 webs, MAX HORIZ. TL DEFL= 0.011' @ 11'. 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 rows throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19e at time of manufacture. T 3-03 2-07 T 2-07 3-03 T Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 1401mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 V M-4X6 a 14.00 load duration'factor°l.a Cat.2, Exp,B, MWFRS(Dir), 3 4.0' • Truss designed for wind loads r in the plane of the truss only. 111 x M-3x5 M-3x5 O. L;) 0 0 M-5x10 0 4 111111§11. o a 1 M-3x8 M-8x10 M-1.5x3 M-5x10 \ o y y *5* 3551# , y 3-01-04 2-08-12 2-08-12 3-01-04 > J' J. 11-08 WEDGE REQUIRED AT HEEL(S). 1.00 JOB NAME: 5-A POLYGON NH - D3 / i7fl19 PR sScale: 0.2557 /QWARNINGS: GENERAL NOTES,unless otherwise noted: ��1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ..9210PE { Truss: D3 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. 8Y: EE2'o.s.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bredng ofs ` `.®� DATE: 8/22/2014 p, hbuilding 9 continuous impact bridging orng such laywg required ed whererCs shown+drywan(BC). / `1 the overall structure Is the responsibility of the designer. 3.2x or lateral bracingre aired ++ O Q.. 4.No load should be eppled to any component until alter all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. 7 A OREGON 4, SEQ. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are W be used In a non-corrosive environment, / N� design loads be rippled to any component and are for*dry condition'of use. `/ "'.r/. TRANS I D: 406556 5.CompuTrea has no control over and assumes no responsibility for the 6.Design assumes fug bearing at a0 supporta shown.Shim or wedge if Q k 14 2' 1'�- fabrication,handing,shipment and Installation of components. Design assessary. 1 A- 8.This design is furnished subject to the Irritations set forth 7.Design assumes adequate both faces drainage isprovided.uss, MFR R 11.`' I)IIIA i III IIIA VIII)IIII)IIII)IIII IIII IIII 9 1 by 8.Plates shag e located on faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request Ones coincide with joine of t center Ines. MITekUSA,Inc./CompuTrusSoftware 7.6.6(1L)-E 10.Frrits bbasiciccoonnecorplatedesignvaluesseeESR-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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 HOOF N1&BTR SPACED 24.0' 0.C. 2-3=(-217) 180 IC LATERAL SUPPORT<= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS:; 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -32/ 399V -117/ 260H 5.60' 0.64 KDDF 625) Connector late prefix designators: 5'. 9.2' -164/ 198V 0/ OH 1.50' 0.32 HOOF 625 A LL= 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50' 0.22 KDDF 625) C,CN,C18,C 18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. t,, ' ' .1 , ' ." - ' ' ,, 5-10 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' /- 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' MAX HORIZ. LL DEFL= -0.004' @ 5'- 9.2' MAX HORIZ. TL DEFL= -0.004' @ 5'- 9.2' 12 ° NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l. an Truss designed for wind loads a in the plane of the truss only. M 0 0 a 0 co 0 r,� rn �� o� o ► 4.-"1 -! M-3x4 f- ). ), ), 1-00 6-00 (PROVIDE FULL BEARING'It 4 I JOB NAME: 5-A POLYGON NH - J13 Scale: 0.4281 �5����GPN �FJ�,ss/0�1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� /2 z/!! _v 1.Builder and erection contractor should be advised of all Generol Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC 0 P E �(' Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web bracing must be Installed where shown+, Incorporation of component is the responsidily of the building designer. 3.Additional temporary bracing to Insure stability dump 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 2'0.0.and at 10'o.og sucha respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding g continuous sheathing such as plywoodsheathing(TC)wheres and/or drywall(BC). �.r,. the overall structure Is the res nsibili of the designer. 3.2x Impact bridgingor lateral brads required shown++ CC 4.No load should be tippled to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON timeSEQ. : 6037169fasteners are complete and at no non- corrosive should any loads greater than 5.Design assumes trusses are to be used In a nonorrosive environment, -3'G Ix design loads be applied to any component and are for"dry condition'of use. / �� TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge if Q y 14 2� t� fabrication,handing,shipment and Installation of components. 7.Design assumesnecessaadequate drainage Is provided ./11 .p R C),/ 6.This design Is finished subject to the imitations set forth by 8.Plates shag be locatedonboth faces of truss,and placed so their center +1 rl��� IIIIIII1IIII1IIIIIIIIIIIIIIIIIIIIIIIIIIIII TPUWTCA in INITe SA,Inc./CompuTfusSoftware I.copies of which will be f 7,66(1L)E urnished upon request. 10.folinrbas cosicco nectorncide with oint center Ines. platedesignvaluesseeESR-1311,ESR-1988 9.Digits Indicate size of late in inches. EXPIRES:12/31/2015 111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3= -581)f) 500 3.4= -164 90 IC LATERAL SUPPORT<= 12'OC. UON. LOADING 4.5= -21 0 BC LATERAL SUPPORT<= 12'OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES Connector plate prefix desi nators: 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 prefixQ) =CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -421/ 476V 0/ OH 1.50' 0.61 KDDF 625 LIVE LOAD AT LOCATIONS) 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-21-1221 i2 Degjgn checked for net( 6 sot)uplift at 24 'Sc spacing.) VERTICAL DEFLECTION LIMITS: Lo Loa TL=L/180 /12 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 = -0.000' @ 10'- 3.0' Allowed= 0.025' MAX TL CREEP DEFL = -0.000' @ 10'. 3.0' Allowed= 0.033' MAX TO PANEL LL DEFL= 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TO PANEL TL DEFL= -0.145' @ 3'- 2.5' Allowed = 0.864' 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. Design conforms to main windforce-resisting system and components and cladding criteria. iyWind: 140 mpph h=25.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10r 0 A11 Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), loaddurationfactor=1.61cTrussdesignedforwindloadsCOciintheplaneofthetrussonly,0m0o 0 . ), J. J. 1-00 6-00 4-03 (PROVIDE FULL BEARING Jts:2.6.3.4( JOB NAME: 5-A POLYGON NH - J12 '<c• PR Ore, Scale: 0.2960 (G C� NgAt /Q2 WARNINGS: GENERAL NOTES,unless othetvdse noted: 61/2Z//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 Ct. 7,92*/P E r and Warrdngs before construction commences. building component.Applicability of design parameters and proper Truss: J 12 Incorporation of component Is the responsibility of the building designer. 2.aro compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction7 o.c,end et 10'o.e.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bredng of ( OP! continuous sheathing such es plywood sheaths g(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++ ' ir 4.No bad should be applied to any component until after ea bracing and 4.Installation of truss Is the responsibility of the respective contractor. -57 OREGON - SEQ. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L �j �� ,41,/ design loads be spied to any component and are for"dry condition-of use. -9), rLQ. ..t..... TRANS I D: 4065 56 5.CompuTrus has no control over end assumes no responsibility for the B.Design assumes tug bearing at all supports shown.Shim or wedge If O. 4 O P fabrication,handing.shipment and Installation of components. necessary. R R I�.. v 7.Designlatesassumes adequate on drainage Is provided. MF k.. 6.This design Is famished subject to the Imitations set forth by 8.Plates shall be locatedonboth(sees of truss,and placed so their center TPI/WTCA In I,copies of which will be furnished upon Ones incide with int r Ines. IIII I VIII II II I III VIII VIII VIII IIII IIII MITe USA,lnciCompuTrus Software 7.6.6(IL)-E request. 10 For basic connectoroplate deesign values see ESR-1311,ESR-1988(Wel() 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 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 - TC: 2x4 KDOF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.60(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0' 0.0. 2.3=(((•636))) 500 3.4= •243 97 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5= 76 0 BC LATERAL SUPPORT <= 12'OC. UON. 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 BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SG,IN. (SPECIES Connector late prefix designators: LL=25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -213/ 495H 5.50' 0.60 KDDF 625 C,CN,C18,C 18 (or norefix =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 625 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50' 0.27 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(•5 psf) uplift at 24 'oc s acp inti.) '- /14.00 5 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 19re at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCOL=4.2,BCDL=6.0, ASCE 7.10,� All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6Trussdesigned for wind loadsoin the plane of the truss only.0m0 v0 toto A- 1- )' y 1- 1-00 6-00 4-10-09 )PROVIDE FULL BEARING;Jts:2.6.3.41 JOB NAME: 5-A POLYGON NH - J11 6oale: D.2753 �5��'�� /PNEp in WARNINGS: GENERAL NOTES,unless otherwise noted: �� (�`2, 2'9{:. 1.Bulkier and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end Is for an Individual -Ct. =92•O P E and Warnings before construction commences. building component.Applicability of design parameters end proper / Truss: J 11Incorporation 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 - w 3.Additional temporary bracing to Insure stability during construction 2'cc.and at In'o.c.respectively unless braced throughout their length by e�a' DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(1'C)and/or drywall(BC). / rte'.'' DATE: 8/22/2014 the overall structure Is the responsibitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 CC 4.No Toed should be applied to any component until alter an bracing end 4.Installation of truss Is the responsibiily of the respective contractor. OREGON SEQ. : 603 7171 listeners are complete end at no time should any loads greater then 5.Design assumes tenses are to be used Inc non-corrosive environment. ` tij 1\� A, design keds be applied to any component and are for"dry condition"of use. //� }> 2� •.% TRANS I D: 40655 6 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 V 14, Q` fabdcotlon,handing, necessary. �.. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. M 'R R I LA- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center - - e with 1111111 VIII VIII 11111 11111 VIII VIII IIII INMlle SA,Inc./CompuTrus SoftwareTPINVTCA in SCSI.copies of which win be f 7.6.6(1 L)E urnished upon request. 10.lines basic coon ectoro int center lines. 9.Digits design values see ESR-1311,ESR-1989(MITek) its Indicate size of late In inches. For 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/D0F/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5-(0) 0 BC: 2x4 KDDF A15BTR SPACED 24.0' O.C. 2-3= -562 497 TC LATERAL SUPPORT<= 12"0C. UON. LOADING 3-4= -139 88 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 SQ.IN. (SPECIES Connectorplateprefix designators: 0'- 0.0' -22/ 375V -199/ 435H 5.50' 0.60 KDDF 625 9 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' -417/ 474V 0/ OH 1.50' 0.61 KDDF 625 M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50' 0.17 KDDF 625 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Oesign checked for net(-S pafl uplift at 24 'oc spacing I f- -! VERTICAL DEFLECTION LIMITS: LLeL/240, TL=L/180 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL e -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 HOAIZ. 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 he25ft, TCDL=4,2 BCDL=6.0, ASCE 7-10, 14.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6 Truss designed for wind loads o c in the plane of the truss only. v ..- c 0cV 0 oitV.: c 5 - M-3x4 J, ), I. y 1-00 6-00 3-11-09 (PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME: 5-A POLYGON NH - J10 �0�,�0 P `.61s Scale: 0.2937 �5 t`�QG/INE(j7�J�Y /O WARNINGS: GENERAL NOTES,unless otherwise noted: Cir (nJJn2 ZI17. I/ 1.Builder end 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 OPE r Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure sted8ry during eonstructlan 2.Design assumes the top and bottom chords to be laterally braced at /� DES. BY: EEIs the reeponalbillty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such es plywood sheet when C)and/or drywatl(BC). . baal.,- DATE: 8/22/2014 Pa b 9 3.2x Impact bridging or lateral bracing required where shown++ SO CC 4SEQ. : 6037172 .No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yfasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, 7 A O REGON: b, TRANS I D: 406556CO design loads be applied to any component end are for-dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if /Q 4Y 1 20 Q} fabrication,handling,shipment and Installation of components. Design as. pr p 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedsumes adequate both face e sof truss,and placed so their center R rt I�� 11111111111111111111 Mile USA,IncTPIANTCA In ./CompuTrus puT ofI,copies Software7.6.6(1L)-E ich v4I1 be furnished upon request. 1ncide with joint center lines. 0.Digits lines�cscon size roplate design values see ESR-1311,ESR-1968(MITeq 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 2WR/DDF/CCq-1.00 - TO: 2x4 KDDF A15BTR LOAD DURATION INCREASE = 1.15 2-S (0) 0 BC: 2x4 KDDF A1&BTR SPACED 24.0' 0.C. 2.3=14.48311 427 TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'0C, UON, LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF OL 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' -24/ 378V -179/ 391H 5.50' 0.60 KDDF 625 Connector plate prefix desi nators: 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' -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS,M16 = 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 LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )GOND 2' Design checked for net(_55 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' ', MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8' Allowed a 0,576' MAX IC 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. Wind: 140mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 14.00 7 (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 ds o in thess dplaneed offthewind trussoonly. Nr 0 0 0 N O u; r.� -, 5' O M-3x4 ..,- J )' J, J. 1-00 6-00 2-11-09 IPROI'ID Fl B ARING.JS8:2.5.3.41 JOB NAME: 5-A POLYGON NH - J9 ``�E� PROFF'9 Scale: 0,3208 \�� G)N,;' `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.I� vt�/2"'i -vim 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC =92 O P E r and Warnings before construction commences, building Component.Applicability of design parameters and proper / Truss: J 9 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. �/ 3.Additional temporary bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry 2'o.e.and at ill'o.e,respectively unless braced throughout their length by DES. BY: EE Is are responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). / Wart" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C SEQ. : 6037173 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 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorros ve environment �I- "lr 20N �A, design loads be tippled to any component, end ere for"dry condition"of use. }� 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, fabrication,handing,shipment and installation of components. Designneas. 4 ' �`- gPo 7. latesassumes adequateatedo drainage Is f provided. }1v O.This design Is furnished subject to the limitations set forth by 8.Plates shell be locatedonboth faces of truss,and placed so their center I,copies of ich will be furnished coincide with joint center lines. 1111111 VIII VIII VIII VIII Ilill IIT IIII IIII TPIMITek USA,lnaCA In SCompuTrus Software 7.6.6(1 L)En request. 1U For lip basic Indicate rplateldesignlvalues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 IIiI 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 ODE k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 01 86 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3= -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 Connector lateprefix designators: 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625 p 9 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, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KODF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS�MINIMUM OF 10 PSF, ICOND. 2: Design checked for net( pot) uplift at 24 'oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX Ti, 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. 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mphh=23.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.bt Truss designed for wind loads v.r c in the plane of the truss only. 0 or 0 0 01 iv.0 _ 5 M-3x4 1, /, 1, 3, 1-00 6-00 1-11-09 [PROVIDE FULL BEARING Jts:2 5 3 41 JOB NAME: 5-A POLYGON NH - J8 ���E0 PRQFFs Scale: 0.3559 .5 GINg ,Y� �'j WARNINGS: GENERAL NOTES,unless otherwise noted: 4, 3/24( 014.7 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 .6:E f Truss: J8 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: E E is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'o.o.respectively unless braced throughout their length by .__ ®.,.._ .. DATE' 8/22/2014 responsibilitybuilding 9 continuous sheathing such as plywood required lr where and/or drywall(BC). /o!. the overall structure Is the ren nsibig of the designer. 3.2x Impact bridging or lateral bracing where shown++ H C; 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. 'j7 OREGON- 4./ SEQ. : 6037174 fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component and are for'dry condition'of use. �,t/ ff` A. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at lig supports shown.Shim or wedge if 14 2.°AA`� fabrication,handing,shipment and Installation of components. necessary. p V`-. This design Is furnished subject to the irritations set forth by 7.Design shall belocateds aton both faces of truss,and placed so their center PRO- 6. V IIIIII[III VIII VIII ILII ILII VIII[III[IIII/W7CA In BCSI,copies of which will be furnished upon M7e USA,Inc./CompuTrus Software 7.6.6(1 L)E request. basic connectorplatedesign values see ESR-1311,ESR-1988(MITek) int center lines. 9.Digits indicate size of plate In Inches. 10.For EXPIRES:12/31/2015 • 111E111 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 k1SBTR LOAD DURATION INCREASE x 1.15 1-2=( 0) 86 2.5x(0) 0 BC: 2x4 KODF P1SBTR SPACED 24.0' 0.C. 2-3x`(-334 185 3.4= 83 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <x 12.00. UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF D LON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ 88G REQUIRED BRG AREA OVERHANGS: 12.0' 11.6' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES Connector late prefix designators: 0'- 0.0' -34/ 393V -133/ 325H 5.50' 0.63 KDDF ( 625 (( O LL= 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50' 0,23 KDDF ( 625 C,CN,C1 MC818 8 (or noMprefix) seCoapuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED I80 2012. ICOND. 2: Desitin checked for net( p i uplift at 24 'ac spacine ( THE BOTTOM CHORDORDDEAD LOAD IS A MINIMUM OF 10 PSF. / 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 x -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 TO PANEL LL DEFL= 0.295' @ 3'- 7.3' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2' Allowed = 0.864' ryl 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 19e at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 c (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.b1 v c Truss designed for wind loads '" co in the plane of the truss only. co0 0 01 o_ to 1. C ► 5.=. 0 M-3x4 1, ), /- 3, 1-00 6-00 0-11-09 (PROVIDE FULL BEARING;Jts:2.5.3( tp JOB NAME: 5-A POLYGON NH - J7 Scale: 0.3862 �5<G� PN 1nF,�LS:St WARNINGS: GENERAL NOTES,unless otherwise noted: �J, t Z/G+I! 7 -�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 .1 Q 7 •P E f Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper f/-" ' 2.2x4 compression web bracing must be Instated where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom 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 � �� DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing or such es required s and/or drywall(8C). `m,- the overall structure Is the res nsibili of the 3.Zr Impact bridgingor lateral bredngre uired where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Instellanon of truss is the responsibitty of the respective contractor. '37 OREGON- /• S E Q. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, // ^V and ere for condition"of use. - ", \� design beds be nopuled con to any component. 8.Dealgn assumes full bearing at all supports shown.Shim or wedge If /Q Y 1 4, 20 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibitly for the necessay. ,11 (7�P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '✓/�Fi 1 v 6.This design is furnished subject to the Irdtations set forth by 8.Plates shall be located on both faces of truss,ad placed so their center rT R 1.- 111111111111110111 Mile SA IncTPIANTCA in SCompuT s I,copies of (Software 7.6.6(1 L)-E ch will be furnished upon request. 7Ones coincide with joint center Ines. 0.Digits rasic consize for plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIII111III 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 TO: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0)886 2-4=(0) 0 BC: 2x4 KDDF#18BTR SPACED 24.0' O.C. 2.3.(-223) 184 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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 desi nators: 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, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS ICOND 2 Design d f checkeor net(•5 paf) uplift at 2a •ox s acp ing) 5-11-09 THE BOTTOM CHORD DEAD LOAD BY IBC 2012.AD 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' 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 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 m ht h=22.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads N in the plane of the truss only. 0 un a, o m 0 OD o_ into �� 0 ►-� 4r.=� M-3x4 f- y ), y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.;4.31 � � p.PRQA-6 JOB NAME' 5-A POLYGON NH - J6 Scale: 0.4179 �5' ' GOIN7E s 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4. []`2^/ *"� C' 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual =92 o s P E r Truss: J6 and Warnings before construction commences. building component Applicability of design parameters and proper / /r 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designee ,1 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.end at 10'o.a.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(IC)and/or drywall(BC). / '!�" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2s 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. 7 OREGON 44j SEQ. : 603717 6 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L. 2, A. design bads be applied to any component and are for"dry fun b on'of use. / .1 y ZQ. -� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all suppers shown.Shim or wedge if Q 1 d ty fabrication,handling,shipment and Installation of components. necessary. /1 f V g P 7.Design assumes adequate drainage is provided. e R 1- ,•' 6.Thts design Is furnished subject to the irritations set forth by 8.Plates shall be locatedo nboth faces of truss,and placed so their center TPI/VVTCA in BCSI,coulee of which will be furnished upon nter lines. 1111111111111111111111111 MITE USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 10.For basic connectorlatlines coincide with joint e dIn esign values see ESR-1311,ESR-1886(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/ODF/Cq=1.00 ' TC: 2x4 DOE#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 ODE#1&BTR SPACED 24.0' 0.0. 2.3=(-180) 157 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <e 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: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -22/ 375V -100/ 227H 5.50' 0.60 KDDF ( 625$ 4'- 10.8' -166/ 179V 0/ OH 1.50' 0.29 KDDF (( 625 Connector plate prefix designators: 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,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(• pof) uplift at 24 'oc spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLeL/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' I. MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.029' MAX MAX PAL NELELLP DEFLL = 0.140' @ 2'. 10.1' Allowed= 0.470' MAX IC PANEL TL DEFL = -0.132' @ 2'- 10.3' Allowed = 0.705' n 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 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), c load duration factor=1.6 Truss designed for wind loads 0 in the plane of the truss only. v m 0 0 n 0 0 �� o o -�4 M-3x4 y > y 1-00 6-00 JOB NAME: 5-A POLYGON NH - J5 Scale: 0.4549 ����'�`�40 PNEfypFp�ssa WARNINGS: GENERAL NOTES,unless otherwise noted: t� r�/zr�+r/ r 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 Ct. 7-92•0 P E �r TrussJ5 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 responsibilityof 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.o.and at 10'o.c.respectively unless braced throughout their length by ,I�/► DATE: 8/22/2014 responsibility 9 continuous sheathing such as plywooequire sheathing(TC)and/or drywall(BC). �ra/. the overall structure la the res nsibin of the buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ a/ Q 4.No load should be tippled to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. _7OREGON 4(/ SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corroslve environment, 4. 1- N As design loads be applied to any component and are for"dry condition'of use. / TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsiWAly for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 4: 14, 20 A� necessary. F; fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R`` �•.0' 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 their center �l L. I NI VIII 11111 11111 VIII VIII IMI ill 1111 MiTeTPIk USA.lnC.S/CompuT S ISoftw a 7m6.6(1 L)-E CA in BCI,copies of whch will be fuished uponrequest 10.For basic lines ca nectoroplate design values see ESR-1311,ESR-1989(MiTek) de with jint center Ines. 9.Digits indicate size of late in Inches. 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-1.0O TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4-(0) 0 BC: 2x4 KDOF 81&BTR SPACED 24.0' 0.C, 2-3=(-132) 131 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 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' -10/ 346V -81/ 189H 5.50' 0.55 KOBE l625 3'- 10.8' •165/ 160V 0/ OH 1.50' 0.26 KIN625 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 Mseries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Deign checked for net(•5 osfl uplift at 24 'dc soscine I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100' 3-1 1-09MAX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAELL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079' '1 T MAX TL CREEP DEFL = 0.000' @ 0'. 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1' Allowed= 0.367' MAX BC PANEL TL DEFL= -0.037' @ 3'- 1.4' Allowed = 0.339' MAX HORIZ. LL DEFL= -0.002' @ 3'- 10.8' fi MAX HORIZ. TL DEFL= -0,002' @ 3'- 10.8' 12 NdoesOTE:Design notEexceedn19% ate time ofumanufacture, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh-21.5ft, TCDL-4.2,BCDL=6,0, ASCE 7.10, N All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dlr), Q load duration factor=l.6 Truss designed for wind loads C.; in the plane of the truss only. nr In N O O O rf r.ji.,joimmimimimmin O o� �� �4 M-3x4 f- J" 1• y 1-00 6-00 (PROVIDE FULL BEARING•Jts:2.3.41 JOB NAME: 5-A POLYGON NH - J4 �``�'�a PROF�ss scale: 0.5091 eco GIN,= '�f_ WARNINGS: GENERAL NOTES,unless otherwise noted: te t.1/2 1/ -1. `. 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4' ^92 s d P E r end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: t)4 2.2o4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. f'' 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 et 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). �ras DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ eil 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON 4, SEQ. : 603 7178 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, 1..- V Nt.` A. design loads be applied to any component and are lordly condition'of use. / ^ - 20 �- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at an supports shown.Shim or wedge If V `p1 4 O b, fabrication,handing,shipment and Installation of components. necessary. $rl R`�1' v 7.Design assumes adequate drainage Is provided. B.This design Is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIANITCA In BCSI,copies of h will be furnished upon lines int center lines. IIIIII I III VIII VIII VIII VIII(III)I'll Illi MITe USA,lnciCOmpuT 9 Software 7.6.6 (1 L)-E request 10.For basic co nectorde with opiate design values see ESR-1311,ESR-1988(Weft)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 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 • TC: 2x4 KDDF Al&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.(•81) 106 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 SO.IN, SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'. 0.0' -5/ 318V -62/ 153H 5.50' 0.51 KOOF ( 625 2'- 10.8' -160/ 141V 0/ OH 1.50' 0.23 NODE 625 Connector plate prefix desi nators: LL=25 PSF Ground Snow (Pg) 6'- 0.0' O/ 53V 0/ OH 5.50' 0,09 KDDF ( 625 C,CN,C18,CN18 (or no prefix =CompuTrus, Inc M,M2OHS,M18HS,1116= MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICQND. 2: Design checked for net(•5_psfl uplift at 24 tic s acp ilia^I 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 LL DEFL= 0.000' @ 0'. 0.0' Allowed= 0.129' 2-11-09 MAX BC PANEL LL DEFL= -0.009' @ 2'• 8.6' Allowed= 0.254• 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' A- -1 12 MAX HORIZ. LL DEFL= -0.001' @ 2'• 10.8' MAX HORIZ. TL DEFL = 0.001' @ 2'• 10.8' 14.00 7 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=21ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M 0 0 ui 0 0 �� 0 .[ -1 ,► 10.=-111 4 M-3x4 A- ,I, y y 1-00 n ., , ' • 6-00 JOB NAME: 5-A POLYGON NH - J3 Scale: 0.5712 �C0� �.`��`1��tGI�fN// F�6'0 WARNINGS: GENERAL NOTES,unless otherwise noted: v`r^zI'- -P' 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 0 0 P E r Truss: J3 end 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 o.c.and at 10'ex.respectively unless braced throughout their length bylity of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d ll BC. �'. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral brrequired whre hown+•( �-0 Q 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "7 OREGON 44/ SEQ. : 6037179 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. /. ril N1k A design loads be applied to any component and are for"dry condition"of we. / q y ZQ 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 O 14, t= fabrication,handling.shipment and Installation of components. necessary. /� g P Po 7.Design assumes adequate drainage la provided. FR IR 1 t. ' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be locatedppon both laces of truss,and placed so their center s colndde with I 1111 VIII III 11111VIII(IIII II IIII MITe USA,Inc./CompuTrus Software 7.6.6(1 L)-E request. 10 Folinr basic connector oplate dodo values see ESR-1311,ESR-1988(MiTeW int center Ines. 9.Digits Indicate size of late in Inches. TPI/WTCA In BCSI,copies°lynch will be furnished upon 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 @15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF @15BTR SPACED 24.0' O,C. 2.3=(-62) 83 TC LATERAL SUPPORT<= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DLON 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/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625 1'- 10.8' •139/ 127V 0/ OH 1.50' 0.20 KODF (( 625 KEWConnector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 K 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Dec_ign checked far net(-5 psf) uplift at 24 •Sc 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' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.133' 1.11 09 MAX TO PANEL LL DEFL = 0.004' @ 0'• 12.0' Allowed= 0.163' MAX TO PANEL TL DEFL= -0.005' @ 1'- 1.4' Allowed = 0.244' 1. 1' 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 7 MAX HORI2. TL DEFL = 0.000' @ 1'- 10.8' f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. f4 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 7.10 cu (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.� 01 Truss designed for wind loads O in the plane of the truss only. v, N O CM O,,_ u7 ��O O,- ►111 ►44 -I M-3x4 ). y ,1 1-00 .tr t . ., , • • 6-00 JOB NAME: 5-A POLYGON NH - J2 <Q,�o PROF,. Scale: 0.6380 5 � GI E /D WARNINGS: GENERAL NOTES,unless otherwise noted: w� �� 2"7 1.Bulkier 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 ,T 92 S,PE r Truss: J2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled 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 bosom chords to be laterally braced at 2'o.a and at 10'o.o.respectively unless braced throughout their length by AWE". DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaMl C and/or d n BC.nfl(r s rywa( ) -. DATE• 6/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 4 Q 4.No bad should be eppied to any component until atter eI bracing end 4.Installation of truss is the responsibility of the respective contractor. .7 OREGON- �(,/' SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. q 4- \ A. design loads be appied to any component and are for"dry condition"of use. / q y rLQ �.. 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 1 4 fabrication,handing,shipment and Installation of components. necessary. .1?)' ff �,. 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR RI L- VIII'1111 Illll 111111111111111 II 11111 fl1 8.Plates shall be located on both faces of truss,and placed so their center TPIMl1'CA in BCSI,copies of which will be furnished upon request. lines coincide with jointf ppcenter roes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basicicate sizeconnectorplate 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 TC: 2x4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 ODE 015BTR SPACED 24.0' O.C. 2-3=(-99) 174 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 TOTAL LOAD= 42.0 PSF 0'- 0.0' -170/ 327V -26/ 82H 5.50' 0.52 KDDF ( 625 OVERHANGS: 12.0' 0.0' 0'• 10.8' -74/ 166V 0/ OH 1.50' 0.27 KDDF 625 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,1116= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IG06D 2 Decjgn checked for net( raft uplift at 24 'tic spicing)I 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 TC 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 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 not exceed 19a at time of manufacture. 14,00 V Design conforms to main windforce•resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mphh=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 f -/ (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. /) o II N. 0 o,_ 0 miammimmommimmimii 0 �� N o' ►t4 -3x4 A- y 1-00 y y (PROVIDE FULL BEARING:Jts:2,3,41 6-00 <<,c'''to PROFen JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6505 \5 GI" WARNINGS: GENERAL NOTES,unless otherwise noted: � v /2 Zl "7 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 CC. = .P E S and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 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 dodo construction 2.Design assumes the top and bottom chords to be laterally braced at Pc ryH g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ® DES. E1Y; EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). '4"" � DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.Zr impact bridging or lateral bracing required where shown++ OREGON ' 4.No load should be applied to any component until after an bracing and 4.Instaiation of truss Is the responsibility of the respective contractor. A_ SEQ. : 6037181 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, _ 2 Nb�� design loads be applied to any component and are for"dry condition'of use. 4O R 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design cease assumes toll bearing at ell supporta shown.Shim or wedge if Mop fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. "<.rT R I-'-- 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located ppon both faces of truss,end placed so their center SCSI.copies of th will be furnished I IIIIII 11111 VIII/III VIII 11111 11111/III/III TPINVTCA MRB SAnInc./CompuTrus ISottwaTe 7.6.6(1 L En request. Ones coincide with joint center Ines. 10.FForrits basic con ectorte size oplate dlate esign values see ESR-1311,ES12•19513(MITe10 EXPIRES:12/31/2015 1E1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(•50) 53 8- 7= 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0. 0.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)+0L( 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) = 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. (GOND. 2: Design checked for net1•5 Daft uplift at 24 'oc soacinq.l 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' .f .f 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. IL DEFL = .0.006' @ 5'• 10.8' 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 14.00 7 Design conforms to main windforce-resisting o system and components and cladding criteria. T Wind: 140 mphl h=23.3ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 mr e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dfr), M 4x6 cD load duration factor=1.6, GO Truss designed for wind loads or in the plane of the truss only. CD MM - ,� I.- IA y.:�3 to 9__. o -- N 8 M-1.5x3 C M-3x4 M-3x4 M 3x4 y ,1 y 2-03-12 3-08-04 . /, y i, 1-001 2-05-08 4-06-01 , , 6-00 0-11-09 'PROVIDE FULL BEARING:Jts:2.4.9,51 JOB NAME: 5-A POLYGON NH - J7C '<O6 P 6:.9 Scale: 0.2881 0 ! <0 WARNINGS: GENERAL NOTES,unless otherwise noted: /ZZ!IIITT 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 It '92 e$P E r Truss: J 7C 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 assumesthe top end bottom chords to be lateraly braced et DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po y permanent bracing of continuous sheathing such as sheathing(TC) rywati(BC). .....orris ,� DATE: 8/22/2014responsibilitybuilding designer. 9 plywood and/or. or Q the overall structure Is the res midi of the 3.2x Impact or lateral bracingrequired 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. '37, OREGON ((%- SEQ. : 603 7182 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L N k TRANS I D: 406556 design loads be applied to any component, 5. assumesend are for"dry condition'of use. 6.CompuTrus has no control over and no responsibility for the Design assumes full beefing at atl supports shown.Shim or wedge If /Q 1 4 2°. fabrication,handling,shipment and Installation of components. necessary. � `- 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations sat forth by 8.Plates shall be locatedpon both faces of buss,end placed so their center !6l R`�� 11111011111111111 MITeTPIk USA CA tine/CompuTrus Software+7,6.6(1 L)E I,copies of which will be furnished upon Quest 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) lines coincide with Joint center Ines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 1E111111 This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7e(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2.3=(-3724 267 6-8. -39) 62 6-3e( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338 286 3-8=(-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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG 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,M20HS,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 (COND. 2: Design checked for net(-5 0sf) 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 TO PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290' f ' MAX TO 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' '' 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 7 Wind: 140 mphho22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. ✓ M-4x6 Cal C C) 11111111§6. co o EIB _ e -/ o �� 3 c M-1.5x38 o "M-3x4M- x4 0 M-3x4 * * ..)- 2-03-12 2-03-12 3-08-04 * 1, 1, * 1-00 j, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL REARING;Jts:2.4.8.5( PR JOB NAME: 5-A POLYGON NH - J6C `` co INE 6. Scale: 0.3244 ��� (G GINE SAO WARNINGS: GENERAL NOTES,unless otherMse noted: �� /z / "�' 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 Ct .t,92•S P E r and Warnings before construction commences. building component.Appacabiaty of design parameters and proper //s Truss: J 6 C 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. / 3.Additional temporarybracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 2 o.0.and at 10.0.0.respectively unless braced throughout their length by Ilif DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /' r .egra. - DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 ��" S E Q. : 6037183 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y� �,OREGON oh r,/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A. design loads be applied to any component end are for"dry condition'of use. ? 2 ��' •• TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NO bearing at all supports shown.Shim or wedge If Q 14, fabrication,handan,shipment and installation of components. Dnesign . MF 9Po 7.Plates assumes adequate one faces drainage Is fprovided. C}�R`�„ 8.This design Is famished subject to the aMtetlans set forth by 8.Plates strati be locatedonboth faces of truss,and placed so their center I,copies of h will be nished upon 11111111111111111111111111111111111111III IIII MiTekTPI/WTCA In USA,lncSCompuT s Softwareh+7.6 6(1 L)Ee4uest 10.For basic connectorlines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MITep 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIII 1101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2.7= •32q BC: 2x4 KDDF #1SBTfl ( ) 52 6.3=( 01 18 SPACED 24.0. O.C.O2.3= -372 267 B-8= •39) 62 6.3= 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'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) plate desi netors: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KODF 625 C Connector8,CN18 ((or prefixno prefix = Com uTrus, Inc 2'- 10.8' -205/ 274V 0/ OH 1.50' 0.35 KDDF ) 625) C,CN,C1 ,C818,I(or n Mirek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) 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 1OPSF LIVE LOAD, TOP ICOND. 2: 0esipn checked for net(�p3f)�tplift at 24 'oc spacine ) 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 a -0.004' 0 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' 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' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting /M- system and components and cladding criteria. Wind: 140mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6Truss designed for wind loads in the lane of the truss onlrp y7c, toel, iiiihb%% 4b, 0 >.t -sc '- 1. /, /. 2-03-12 3-08-04 1, /, 1, /, 1-001, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING'Jte•9.4.8 5) JOB NAME: 5-A POLYGON NH - J5C ���,�o PRopFs�. Scale: 0.3224 ! IN WARNINGS: GENERAL NOTES,unless otherwise noted: - v /Z i/ ! /O. 1.Builder end 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 r Truss: J5C and Warnings before construction commences, building component.Appscablfty 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'in respectively unless braced throughout their length by ®� the overall structure Is the fes nsibm of the buildingdesigner. continuous sheathing such as bracing required sheathing(TC)and/or drywaif(BC). `rpr.. DATE: 8/22/2014 Pa ty a 3.2x Impact bridging or lateral where shown++ 0 Q SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON corrosive environment, T'G / >k 1(/ design beds be app/ed to any component and are tar"dry condition"of use. \ A. TRANS I D: 406556 5.Compu crus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ./O .'Y 1 2.0 4 fabrication,handling,shipment and Installation of components. necessary. i1 I 83Vs 7.Design assumes adequate drainage is provided. •v/��p o y 4�.v i IIIIII(IIII(IIII IIII IIII IIII)(IIII IIII IIII 6.This design Is 051,cod pies ofct to the Ietlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center R TPIAVTCA In BCS(,copies which will be furnished upon request lines coincide with Joiffnppt center Anes. MITek USA,Ina/Com UTrus Software+7,6,6(1 L)-E 0.9.Fglbasiclonnectote sloe rplatetdesign valInches. es see ESR-1311,ESR-1988(Welt) 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 18 BTC: 2x4 KDDF #18BTR .C: 2x4 KDDF M1EBTR LOAD DURATION SPACED I24.0' 0.C.i 15 2.3=1-2=(•150 ) 86 0 6.8=2-7=(•70) 98 6-3=-58 82 ( 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)+0L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS:' 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND 2' Design checked for net(-5 psfi uplift at 24 'cc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002' @ .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' f 1' MAX HORIZ. LL DEFL = 0.005' @ 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. 14.007 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 ,' o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 66..... o inTruthess dplads aneeofd fthetrus or wind soonly. v 4 N O r0 IMi 0 llgi - u� (�� . rim .=.8 o c M-1.5x3 c `v MI3x4 0 M-3x4 M-3x4 J. J. 1, 2-03-12 3-08-04 L. , y y 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4.0 co JOB NAME: 5-A POLYGON NH - J4C Scale: 0.4172 <5� ,A G IN F��s/Q tax 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �� rrrfff b 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based ony upon the parameters shown and is for an Individual l'9 2!O f E and Warnings before construction commences. building component Applicability of design parameters and proper T r u s s: J 4Cincorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed whore shown•. 2.Design assumes the top and bosom chords to be laterally braced et 3.Additional temporary bracing to insure stability during construction DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2 a.c.and at 10'OArespectively unless braced throughout their length by ` � continuous sheathing such es plywood sheething(TC)and/or drywell(BC). / �=' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.lir impact bridging or lateral bracing required where shown'' . � " cc 4.No Wed should be applied to any component until aver en bracing and 4.Installation of truss Is the responsiblity of the respective contractor. -y OREGON +y SEQ. : 6037185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, G- 4p ND` design bads be tippled to any component. end era fur'dry condition'of use. / "1}' 2.0 -♦t- TRAN S I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes foil bearing at all supports shown.Shim or wedge if 4 (�Q, fabrication.handing,shipment end installation of components. necessary. /1j 1 v 0 P Po 7.nDesignece00 assumes adequate drainage is provided. ' R R I L. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center - - TPUWTCA In I,copies of ch will be furnished lines coincide with joint center Ines. I111111VIIIIlill11111VIIIVIIIVIIIIIIIIIII MiTekSA,Inc./CompuTrus3 )Software+7.6.6(1E�Uect 10.FForribuneicoonectoof r 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 TC: 2x4 KDDF#1&BTR 0 18 BC: 2x4 KDDF#1&BTR LOAD DURATION SPACED INCREASE24.0' O.C.1 15 2-3=(.150)40 5.7=(-70) 98 5-3= 82 I.119I 86 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. MON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 for no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M26HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LC.00.-2.:_littign_saglitilsr_ofalz_Latuilaifin/LaLuardai BOTTOM CHORD CHECKED FOR 1OPSF 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' MAX TL CREEP DEFL = •0.004' @ 2'- 3.8' Allowed= 0.159' f- MAX LL DEFL= 0.000' @ 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 7MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' t� MAX HORIZ. TL DEFL= 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does 4666Nost.„ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting U, system and components and cladding criteria. o Wind: 140 mph h=21ft TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 c Truss designed for wind loads o in the plane of the truss only, in 0Alki ~ . . �._- 0 M-1.5x3 o '1°-----1:--14 MS 3x4 8 M-3x4 M-3x4 f- J. J. J 2-03-12 3-08-04 1- /. ). y 1-00 ,, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2.4.7J JOB NAME: 5-A POLYGON NH - J3C ��� o PROF ss Scale: 0.5570 'j ! G/•(7N E/a.... / WARNINGS: GENERAL NOTES,unless otherwise noted: t(y. 5/(r Z//-j' O* 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC' •9L!/S P E Truss: J3C 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 c2 o.c.and at 10'o.c.respectively unless braced throughout their length by 4611101011. .:.: the overall structure Is the responsibility 9 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). _`raw!• DATE: 8/22/2014 po lily of the buskin designer. 3.2x Impact bridging or lateral bracing where shown++ O CC 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON l', SEQ. : 603 718 6 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, a ^V TRANS I D' 406556 design loads be applied to any component and are for-dry condition'of use. G �� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge if 1Q. '1 k 14,'20 fabrication,handing,shipment and Installation of components. necessary. provided.s Mac 1R f 13 6.This design is furnished subject to the Imitations set forth by 7.Plats shaell be locats edon both facesiof truss, d placed so their center rl Tl I M - IIIIII IIII VIII VIII VIII ILII VIII IIII IIII M e USA,IncTPliWfCA in ./CompuTrus puTrI,copies ofus Software 7.6.6(1 L)-Zich will be furnished upon request. 1 .For balines assic connectorincide with oint center Ones. plate design values see ESR-1311•ESR-1988(MITek) 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 1E1111 11 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/11&BTR LOAD DURATION INCREASE = 1.15 1.21 0 86 2.6=(-30) 39 6.51((((( 0 8 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 2-3=(-96) 0 5-7=(-43) 53 5.3=1 0I 49 WEBS: 2x4 KDDF STAND 3.41(-33 35 3.71(-56 45 LOADING TC LATERAL SUPPORT <1 12'0C. UON. LL( 25.0)+0l( 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 BIG AREA TOTAL LOAD 1 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 KDDF ( 625 LL 1 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) 1 CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 1 MiTek Mseries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1211113:_klig&ShiGlikiar_fall_-_,Lhaliallfillii_ac_jardagj 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 1 0.100' MAX TL CREEP DEFL 1 -0.003' @ -1'. 0.0' Allowed 1 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 TC PANEL TL DEFL = 0.004' @ 0'- 10.4' Allowed = 0.140' 14.00 7 MAX BC PANEL TL DEFL 1 -0.013' @ 3'- 4.2' Allowed 1 0.222' A- '/ MAX HORIZ. LL DEFL= -0.002' @ 5'- 4.7' M-4x6 MAX HORIZ. TL DEFL= 0.002' @ 5'- 4.7' ANOTE:Design assumes moisture content does It not exceed 19%at time of manufacture. 4.44� 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.4ft, TCDL=4.2,BCDL-8.O ASCE 7-10 cm 'All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor11.6 Truss designed for wind loads 0in the plane of the truss only. CO% c) PEIMbli\ .0 7 �1 c �� M M-3x4 c M-1.5x3 o ,►t 6 0 M-3x4 M-3x4 A- .1 1, ), ), 1-03-12 4-00-15 0-07-05 ), y ), y 1-00 j, 1-05-08 4-06-08 y (PROVIDE FULL BEARING:Jts:2.4.71 6-00 03 JOB NAME: 5-A POLYGON NH - J2C Scale: 0,6194 ,cosc` PNq /pnryF�p�6's WARNINGS: GENERAL NOTES,unless otherwise noted: 45 I ZGr/1 I 2.51: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and Is for an Individual 4Z >922•,.OP E { Truss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed whore 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• EiY: EE Is the responsibility of the erector.AddiUonel permanent bracing of 2'o.c,and at 10'o.e.respectively unless braced throughout their length by /421..... r_ +I�p' DATE: 8/22/2014 responsibility 9 designer. continuous sheathinggsuch es lywooequirehing(rC)end/or drywall(BC). A the overall structure Is the res nsibia of the building 3.a Impact bridging or lateral bracingrequired where shown++ CC 4SEQ. : 6037187 .Na bad should be appied to any component until after an bracing and 4.Installation of buss is the responsibilty of the respective contractor. 'y` OREGON A. TRANS I D: 406556t(/ 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. "� Nlk 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 assume full bearing at all supports shown.Shim or wedge If � Q ' 1 4 20�ty fabrication,handing,shipment and installation of components. Dnesssery. ri e `- 6.This design is furnished subject to the imitations set forth by 8.Plates shag be locaten assumes d ppon both fauate ces s oe is lWss,and placed so their center R R V 1 11111 IIII VIII(IIII(IIII IIII)11111 IIII lilt TPINVTCA In SCSI,copies of which win be furnished upon Mire USA,Inc./CompuTrus Software 7.8.6(1 L)Z request. 10.For basic connector lines coincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late In Inches. 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 TO: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 114 2.4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0' 0.0. 2-3=(-159) 91 TC LATERAL SUPPORT c= 12'OC. UON. LOADING BC LATERAL SUPPORT r12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG 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' -82/ 513V -57/ 192H 5.50' 0.82 KDOF ( 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 •ox s acg insg.I 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' 8 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL= -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL= -0.001' @ 7'• 11.1' f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. w Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 1 Wind: 140 mphh=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dxr), load duration factor=1.� Truss designed for wind loads in the lane of the truss only. o 0 0 0 Li; 0 Co 0 U) /lag �� o/- y. 0' 4=2. M-3x4 1. y ; y 2-00 2-00 5-11-13 !PROVIDE FULL BEARING:Jts:2.4.31 5 JOB NAME: 5-A POLYGON NH - SJ2 Scale: 0.4859 ":427)6,i;5:N. PF�WARNINGS: GENERAL NOTES,unless otherwise noted: - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' c 921 I P E ti' Truss: SJ 2 and Warnings before construction commences, building component Applicability of design parameters and proper 2.244 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 qp',�' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of `tea.._ DATE: 8/22/2014 continuous sheathing such as plywood sheath here andlor drywan(BO). the overall structure Is the responsibility of the building designer. 3.Zr 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. 'y7 OREGON 4, SEQ. : 6037188 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4+ It \b' design bads be tippled to any component and are for"dry condi tion.'of use. ./ 4y y 11° ..it„ TRANS I D: 40655 6 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if 4, P fabrication,handling,shipment and installation of components. necessary. MFR R -�`. 7.Design assumes adequate drainage is provided.. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located ppon both faces olWss,and placed so their center ncide with nt center Ines. 11111111111111 10111111111111111111 TPI/WICA In SCSI,copies of which will be furnished upon MITe USA.Inc./CompuTrus Software 7.6.6(1L)-E request. 10.Foriblines�cicon ecorbplate design Inches. alues see ESR-1311,ESR-1988 041Tek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF#18BTR LOAD DURATION INCREASE ' 1.15 1-2=( 0) 114 2.4'(0) 0 BC: 2x4 KDDF#18BTR SPACED 24.0' O.C. 2.3=(-90) 48 TO LATERAL SUPPORT <' 12'0C. UON. LOADING BC LATERAL SUPPORT <' 12'0C. UON. LL( 25.0)4DL( 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' -160/ 578V -30/ 119H 5.50' 0.92 KDDF ( 625 1'- 9.2' -123/ 62V 0/ OH 5.50' 0.10 KDDF625 Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 825 C,CN,C18,CN18 (or no prefixQ) 'CompuTrus, Inc M,M2OHS,M18HS,ti16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r t. 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= -0.038' @ -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 ' 0.003' @ 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' /- -,/ MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph '20.4ft, TCDL'4,2,BCOL'6.0, ASCE 7.10 (All Heihghts), Enclosed Cat,2, Exp.B, MWFRS(Dir), co O load duration factor=1.b1 Truss designed for wind loads c in the plane of the truss only. to cu O) O M ca t 2► 4► M-3x4 1, y y J, 2-00 2-00 1-11-13 (PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME: 5-A POLYGON NH - SJ1 ���,Eo PROFFss Scale: 0.6869 ��5 ! G/(NgP/�yp� /D WARNINGS: GENERAL NOTES,unless otherwise noted: <[, of 2(+/I I 2-9 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual P E 1' Truss: SJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.c incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. B Y: 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 plywood sheathing(TC)and/or drywell(eC). / fP!_., DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v u el 4.No bed should be applied to any component until after all bracing end 4.Installation of truss is the responsibiity of the respective contractor. '37 A OREGON � TRANS I D: 4065564/¢ trussesfasteners are complete end at no the should any loads greater than 5.Design assumes are to be used Inc noncorrosive environment, design loads be applied to any component. �� 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition'of use. 6.Design assumes full beefing at all supports shown.Shim or wedge if � S' 20 Q y 4 "r fabrication.handing,shipment and installation of components. Dnesign MF l-6 6.This design Is furnished subject to the Imitations set forth 7.Design assumes b el adequate drainage is provided. b n`l 1111111111111111 91 by 8.Plates shall be located on both faces of buss,and placed so their center fl TPINVTCA In SCSI,copies of which will be furnished upon request. Ones coincide with joint center Inas. 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-loll,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111111 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#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF/)1&BTR SPACED 24.0' O.C. 2.3=((•82 64 WEBS: 2x4 KDDF STAND 3-4= 7 3 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <a 12'OC. UON. DLON 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: 24.0' 0.0' 0'• 0.0' -128/ 546V -22/ 80H 5.50' 0.87 KDDF ( 625 LL=25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50' 0.38 KDDF ( 625 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2' Design checked for not(.5 psf) uplift at 2a •Bc spacing.) M,M20HS,M18HS,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 IL 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 3-12 MAX IC PANEL TL DEFL= -0.072' @ 2'- 11.4' Allowed= 0.476' MAX HORIZ. LL DEFL = 0.000' @ 5'• 5.8' 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8' 4.00 v NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph/ h=20,lft, TCDL=4.2,BCDL=6.0, ASCE 7.10, it (A11 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 v o Cu _....iiiiiiiiiiiiiiiiiiiiii 0 Cu .� 1 Q!)1 0 21.--- -. M- ►�5 3x4 M-1.5x3 y J, ). 5-05-12 0-03-12 2-00 5-09-08 Scale: 0.8156 \�,<<- PNE FF619 JOB NAME: POLYGON PLAN 5A NH - H2 �,piNE 2 WARNINGS: GENERAL NOTES,unless otherwise noted: 7//rf 9 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' '1 92,,P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: H 2 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 staMity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.e.and at 10'o.c.respectively unless braced throughout their lenggth by ,'� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,,,A'' DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ d CC 4.No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. '}P OREGON- Q/ SEQ. : 604819 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. ` v, A C= A, design loads be applied to any component. and are for"dry condition'of use. / '11' 2° ,. TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsil8ty for the 6.Design assumes fution bearing at all supporta shown.Shim or wedge if O T4, P fabrication,handing,shipment and instaiation of components. necessary. 4f N.,}���. 0W 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center - ch TPINVTCA In SCSI,copies of wh win be furnished upon IIII I I I I I'I�II'I 11111 IIII'11111 IIII IIII MITE USA,dna/Co puT s(Software 7.6.6(1 L)-E request. 10.Forasic connector Pnes coincide with oplate design values see ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0' IBC 2012 MAX MEMBER FORCES 4yR1/DOF/Cq=1.00 TO: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(-57 13 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 BOG AREA L 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 KOOF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS, 16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. hi . 1 r , ' ' t - , ,. " 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 G- 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 . ,- 3 -' Truss designed for wind loads in the plane of the truss only. /' mr 0 0 N 0 0 u"/ .- t'7 MI0 _ 0 Or Al 4 M-3x4 ; b )• 2-00 2-07 �r p PRO,ce0 JOB NAME: POLYGON PLAN 5A NH - H1 „v� s, Scale: 0.7786 e ,o, 4) WARNINGS: GENERAL NOTES,unless otherwise noted: tL 7. y 1.Builder and erection contractor should be advised Mall General Notes 1.This design is based only upon the parameters shown and Is for an Individual cc `�S P E r Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bredng must be Installed where shown+- incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.e.and at 10'o.o.respectively unless braced throughout their length M DES. BY: EE is the responsibility of the erector.Additional permanent bracing of _eagle +eR DATE: 9/3/2014 responsibility g g continuous sheathing such as plywood required where shown and/or drywall(BC). / WNW, the overall structure Is the res nsibill of the building designer. 3.2x Impact bridging or lateral bracing shown++ 111 tr 4.SEQ. : Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON � S E Q. : 604S199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a sen-corrosive environment, L /j7 N 4, TRANS I D: 407311 design bads be appned to any component and are for"dry condition"of use. / q y 2� 4. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q! 14 1 A t� fabrication,handing,shipment and installation of components. necessary.Design 'yFR R V 1-�W. 6.This design is furnished subject to the imitations set forth7. latesassumes adequate drainage Is provided.se,andI IIIIII III IIIII IIIII IIIII 1111111111111 IIII 1 byE.Plates il be located on both faces of truss, placed so their center TPIMIfCA in SCSI,copies of which win be furnished upon request apes coincide with jointppcenter lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits ribasiciconneectoe rplate desiIn gn values see ESR-l311,ESR-1988(MITek) EXPIRES:12/31/2015