Loading...
Plans (78) Nil 0024, MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-331_UPPER Fax 916/676-1909 POLYGON 4A 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:R42899124 thru R42899131 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. <<RED PR Opp. ss 8 i 2PE cv ASOREGON (10 a� C' OBER 0.9A A. HeA EXPIRES:06/30/2015 September 26,2014 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 ANSI/TPI 1. Job Truss Truss Type Oty Ply POLYGON 4A R42899124 PL14-331_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:31 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_y191corFK5kb_Lv_HmL5V6H5DL81XVld_Isyhuya0bl I 1-8-0 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 N 5 3x6= 3x6= 3-10-0 3-10-0 Plate Offsets(XX)— I1:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 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) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)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. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) t0 PROre t•\ L N� � -,-044/ 9 ct .870 2PE 17. h � ..c>,GREG N 97wog o OEN F'�18ER A. HEMP EXPIRES:06/30/2015 September 26,2014 muni 2-Vsr,'ty rie=_ign paranx yrs and READ MIS ON THIS Ale mum,MITEff REFEREICE 1146E MIT 7413 s1:r.1;28/2011$E4.4EUE Design valid for use only with Mitek connectors.This design B 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 11111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional pemranent 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 Qualtly Cdfeda,DSB-89 and BCSI Butding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)laurnber is specified„the design+misses arettsase isffectis.OG/O3/201.8 by RUC 22'-O r m .- r 1 = LU'_' ¢Jo� zs o T � o �•C U O O j o Z o LL, w _1oc, I-4 z z z o I s¢m4= a (7) (7) o N o z m-w • o CC o ¢ 1=� wo ¢ acn o a z LU o z z8U U t-,', Z 0 0 0 L 6 U z � I I z z > z o o o �_. 0 ow o I< � Z U U cc z o w 1= Lu :❑ 'g[Z]n oo m61.5:112 • I 1 3 I I I 6.26/12 CPI 6.25/12 1 I 0 �' I v � r 0 i . a3 / A I ), !1 I � � 6 :112 � 1 r0 2 4i1 li I 14• P' ;1 _ iir I % . ' �: — y 1 A�., 4. , ❑X CONFORMS TO DESIGN CONCEPT Y 1 dtr i-,0 1 ❑ CONFORMS TO DESIGN CONCEPT WITH 1- REVISIONS NOTED , Cl @" 0 NON-CONFORMING-REVISE&RESUBMIT 9'4"PLATE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DIFFERANCE 1�4■ FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE r 1 PRIORITY OVER THIS SHOP DRAWING. 1'-p1(2* By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE- ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 TLACEMENT ONLY.REFER TO RUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING DESIpaanumber 4-A NH KD DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO T R U S S 4-A NH / A CHECKED BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. „; i off I— `, in 27-Vm w a w w.z s O z I— • C, Z m w W Q o o 0 L z z cwn 2No�6 ” U O o W o-moo Fz-I —�, z z Le -I 0 0 in in o ' �amU� C7 O O c=/) z woo" H O ¢ „ m E= W cn 11) Ou = LJ-- o W z z ,,8,. o w Z • cc ce O O o< O O U aHzz . H '� u �' ��� ¢ C7 O CD w CD �a�' a Z U U cc z o ES W L..,- = _ 0 ❑ o'aoo m 0 65:1e ❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED 0 NON-CONFORMING—REVISE&RESUBMIT ' THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 8 i PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 $ MILBRANDT ARCHITECTS LLI m 1 I 03 I CCI 1 A /, PPP • / M 14 2H He- A, r41C , C3 74- t C1 '14:12� AGE 9'-4'PLATE Cl GE DIFFERANCE T-3114' I I 1'-p 1{2' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ,, PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 4-A NH KD DESIGNER/ENG NEER O R CORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDINGumbar 4-A NH / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLDESIGNS PRIOR TO CONSTRUCTION. & TRUSS .i C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: . 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. Job Truss Truss Type Qty Ply POLYGON 4A R42899125 PL14-331_UPPER FG FLOOR GIRDER 1 1 Job Reference(optionafl Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:30 2014 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_BZbwOSrdZockNCKnj2gszvk?wxhGoM_T15609Sya0bJ 1�1 1 1-2-4 I I 1-2-0 10.i1 Scale=1:37.2 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 Ilir 111V 1:? 9 9 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-121-4-1 21-9-12 1 7-9-12 b-7-0 b-7-0 1 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edge1,129:0-1-8,Edael LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 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.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-20=-1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=011785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. L�,,i0 PR Ores The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C3' ��6,INE /9 , LOAD CASE(S) Standard 87022PE r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=-5,1-22=-50 Concentrated Loads(lb) Vert 36=-468(F) g. '^/ ''',6`. OREGO 'Z��� A. HERR EXPIRES:06/30/2015 September 26,2014 4 8 A WARNIM3.tleder del4rg paraineturs sod READ h0/ES ON THIS AND MIMED NITEK REFEREAUpAGE MI1473mc1/2i/2I4AFORE 11SE -r 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 responsibillity of the Bt erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding MiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quay 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. ciWs He' Soutlaeres piste MP)lumber is specified,the design wad acn are�th ase etfestive f fel f2YT7.3 by A:' Heights,CA.95610 ff Job Truss Truss Type Qty Ply POLYGON 4A R42899126 PL14-331_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Sep 25 15:37:32 2014 Page 1 I D:Fz9QzgfDnlT1 tgj ap2TkUzyPYh_-8yjhp6su5PsScVUArTsK2KpK21MdGETmDPbV D LyaObH 1 2-0-0 1 2-0.0 II 2-40 1 1-5-4 I I 1-2-0 I I 1-8-8 I I 1-9-0 1 Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 1 2 3 4 a\``5 6 7 8 9 10 11 12 13 14 ' I.W. W IW'- _ N oq�� _ e 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4= 3x6 SP= 3x4= 8-11-12 I 7-9-12 9-412 21-9-12 1 7-9-12 7-0 7-01 12-10-0 Plate Offsets(X,Y)— 16:0-1-8,Edge1,120:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:99 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) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,34=3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=4422/0, 10-11=4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. LOAD CASE(S) Standard ��`F,O PRQ1 2c\<�NO)�8� cS'/O4.. 870 2PE ir <t'17 A>,OREGON 4;5 O/ C�©F4BER \\ C,� ` A. HERS EXPIRES:06/3012016 September 26,2014 4 ® R/D -Verif}design ra:ame trrs and RE4D d67ES ON MS AND IMIUOED M77EK REFERENCE WE 14117 473 sea IPA/2/U ONEUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'T�iF 64 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safeif5sautkcrn Pissea(SP)tvm�v iiso sifiest,theeldei, ace those effecct+we46/03/2013 byAISG4 Carus Heights.CA,95610 Job Truss Truss Type Qty Ply POLYGON 4A R42899127 PL14-331_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_c8H31 UtWsj?JEf2MOBNZaXMW9jI?j_vS3L2mnya0bG I 2-6-0 I 1 1-4-0 -I I 1-2-0 11 1-0-12 1 Scale=1:33.7 1.5x3 I I 3x8 = 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N Cil .7 1• 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-9-8 10-6-0 9-1-0 91/8 10-4-811 19-3-12 j 9-1-0 01-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— f13:0-1-8,Edge1,114:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <cc' P R Q��ss ��c'IN� "4 fp2 44 4 . 870 2PE 9r- wjyr mAT OREG N Q9 /,,A‘160:48ER1, Pia© EXPIRES:06/30/2015 September 26,2014 r ®itimpc-Ver<'fgriestynpa:amerersandREAL#BITESON THIS AML/LLZEDHIM'REFESENCEPAGE tar.7473ME.1,929,1014WORE USE Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding EXB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 If Southern.Pine(SP)lumber is specified,the design-values WEE 1..1rene effective 06/011201 1 toy ALSC Job Truss Truss Type Qty Ply POLYGON 4A R42899128 PL14-331_UPPER FI-3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:33 2014 Page 1 ID:Fz9QzgfDnfT1 tgjap2TkUzyPYh_-c8H31 UtWsj?JEf2MOBNZaXMV1h9kP?k5vS3L2mnya0bG I 2-6-0 I j 2-5-4 ii 1-2-0 II 1-3-4 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 • e • e o N e o e 1 14 13 12 11 10 3x4= 3x8= 1.5x3 II 3x4= 3x8= 3x4= 8-11-12 I 7-9-12 f-4-121 9-1t 18-1-8 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,V)— 14:0-1-8,Edgel.f12:0-1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 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) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Ott° PR0 Fe 87022PE 1✓ N 's N -75. ATOREG Nr?4IL OG A. Her' EXPIRES:06130/2015 September 26,2014 4 _ I AWCkM?41.Vet//f designparamesrsw110 tdREAD2 SONWSAM1mum MITRCREFERENCE PAGE HI77473fes 1/29/26114f1 WORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the T ekn erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,derwery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSoatherss PineISP)lumber is speciteut,tiaeuealga..aalues are there elective 86/021 2,013 tayAhSC Job Truss Truss Type Qty Ply POLYGON 4A R42899129 PL14-331_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:34 2014 Page 1 I D:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-4KrREqu8d07AspdYyuuo7lugsZ5?kFt3gj4clDya0bF I 2-6-0 I I 2-5-4 I I 1-2-0 1 1 1-0-0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 44414140044 _ _ a N ... J . N o o e e e 12♦ 11 10 9 3x4= 4 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 184.12 18-0-11i_1020_11.1 12-8-12 I 7-9-12 0-7-0 3-7-8 Plate Offsets(X.Y)— 14:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:57 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=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=-1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 441 2 87022PE �r- 7 SAT OHEG•N (1,(:>Au 0ilia EFON S A. He EXPIRES;06/30/2015 September 26,2014 9 4 ®WARNE43-Ve/If*sign pram r'suudREAD W}FSONTHIS AM DOMED€D MITSK REFERENCE PAGEMPU7473mc1eI5/d/Iib9E-MEL Design valid for use only with M7ek connectors.This design is based only upon parameters shown,end is for an individual building component. �y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the _ a■w ��« erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quaflty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Ift,nsxhern.Pimm(SP)fsarrlo fitspsaified,tine&±sign values ate those etfestivfe 6G/O1/261.3 by MSC Job Truss Truss Type Qty Ply POLYGON 4A R42899130 PL14-331_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Tess Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=YXPpSAumOKF1TzCIWcQ1 gyRtbyOVTdhCvNg9gfya0bE I 2-6-0 I 1 1-1-8 I I 1-2-0 111-0-12 1 Scale=1:33.3 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 L/AI Will...... . - ::,.i.1 L .... 101.-4.1•WW-N..:. e 16 15 14 13 12 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10-8 9-915 f0-2-011 19-1-4 I 8-15-8 01E1 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)- (13:0-1-8,Edael.(14:0-1-8,Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,?,sED PR OkE- co ' N � fi . s � /0 ctiY 87022Pr r 79'OAF R GON c)©,..1,41 O . 48ER - Pr ` A. HE EXPIRES:06/30/2015 September 26,2014 I t aW4IsWL.143.Vefifirdes7nparsmsTtersas-iREAD N7ES C//THIS ASS k1ISESI7€KR€€€R€hKPAG€5111473rccI/25/2918f 11EUS£ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1x 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 resporuibillity of the p iT�k° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11.I1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthwrn Pine ISP)1wnbos is specified;the design aadses are Thole efastiut 064440401.31ryA3.5C Job Truss Truss Type Qty Ply POLYGON 4A R42899131 PL14-331_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:35 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh=YXPpSAumOKF1 TzCIWcQ1 gyRsDyP?TeQCvNg9gfyaObE I 2-0-p I I 1-10-0 I I 1-2-0 1 1 1-0-12 1 2-6-0 I I 2-6-0 I 2-6-0 { Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 10 /`2 3 4 5 6 /`7 8 9 ` 16 15 14 13 12 3:• •' 3x4= 3x8= 3x4= 3x4= 3x8 = 3x4= I 8-2-8 18-9-819-4-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— (13:0-1-8,Eduel,(14:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Ina' YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,R0 PROpe 5 �NGttvE�cA? fS�<2 ct' 87022PE r" ©S A. HARP EXPIRES:06/30/2015 September 26,2014 ®WA/MND -Ver;:'p destgra pa,ansxorrs and REAS}ND 115 ON THIS AM)mama%€0 Hdx1EK niE€ERENa PAGE/f77 7 473 mg,1/29/2010 BEMUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IF 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 MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - IXi 6 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 if Be Piro Dal iaunaber as wetified.the ctesiga valves are..thare effective 05/03/2013 byAMBC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on jointunless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a" I 1g not to scale) Damage or PersonalInjury offsets are indicated. g1 rY MEMDimensions are in ft-in-sixteenths. 1114‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0"1/16" ILlipiffilb wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I — p bracing should be considered. F p 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C6-7 cs-e f designer,erection supervisor,property owner and plates 0-'i ' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine 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. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. ihiI Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=jr reaction section indicates joint II ill III MI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable rEmoi environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTe"" 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 POLYGON 10-26-12 4ABC 11/2012 12:30pm R O S E B U R G J1 MAIN 1 of 1 KeyBeam®4.600d kmBeamEngine 4.600s1 Materials Database 1381 Member Data Description: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, 0240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename:KYB1 1100 1100 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# — 2 11' 0.000" Wall Douglas-Fir-Larch 3.500" 3.500" 1121# — 3 22' 0.000" Wall Douglas-Fir-Larch 3.500" 1.750" 380# — Maximum Load Case Reactions used for applying point loads(or line loads)to ranging members Live Dead 1 302#(189plf) 78#(49plf) 2 863#(539plf) 259#(162plf) 3 302#(189p1f) 78#(49plf) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.'# 2820.'# 30% 4.53' Odd Spans D+L Negative Moment 1209.'# 2820.'# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" U999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% All product names are trademarks of their respective owners KAMI L.BELWOOD EWP MANAGER copyright(c)1sa7-zo12byKeymarkEnterpriees,LLc.ALLRICHrsRESERVED. PACIFIC LUMBER&TRUSS s� .n k.kT3:.RYRiSf.i,[.0 "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design c iteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OS W EGO,O REGO N must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufac urer s specifioabons. 5503,.479-3317 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). ,„.JON, , r P80rr if �414 co vOR' 3 z4' 0, 16 V 4, r /ll�`tOC ALS '' F<.,lf ,/1/ t 11110111 1100IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 GIRDER SUPPORTING 45-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 8=(-712) 3076 2- 3=(-5662) 1266 BC: 2x8 KDDF #1&BTR 2- 3=(-5662) 1266 8- 9=(-706) 3054 8- 3=( -582) 2678 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3698) 932 9-10=(-624) 3054 3- 9=(-1184) 378 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3698) 932 10- 6=(-628) 3076 9- 4=(-1344) 5302 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 11.0" V 5- 6=(-5662) 1266 9- 5=(-1184) 378 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 543.8)+DL( 389.8)= 933.5 PLF 0'- 0.0" TO 12'- 11.0° V 6- 7=( 0) 86 5-10=) -580) 2678 BC LATERAL SUPPORT <= 12'OC. UON. 5- 6=(-5662) 1266 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1508/ 6556V -238/ 238H 5.50" 10.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12'- 11.0" -1508/ 6556V 0/ OH 5.50" 10.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. _, Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" t n 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133" VMV 9° oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.025" @ 6'- 5.5" Allowed = 0.600" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.050" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05-08 MAX LL DEFL = -0.001" @ 13'- 11.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 13'- 11.0" Allowed = 0.133" 3-03-02 3-02-06 3-00-10 3-04-14 MAX HORIZ. LL DEFL = 0.007" @ 12'- 5.5" T T T T T MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5" 12 M-4x6 12 DESIGN ASSUMES MOISTURE CONTENT DOES 14.007 N14.00 NOT EXCEED 19N AT TIME OF MANUFACTURE. 4 4.0" Design conforms to main windforce-resisting isystem and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x123 M-4x12 cL O A A4k O cO M-1.5x3 j1.5x3 �� NM II iii �� 7 / o ® ® N ® f- 1/ = � � \ o _, o 2 8 lo M-12x14 M-3x10 =M-10x10 M-3x10 M-12x14 6 / y 1, ), y 3-03-02 3-02-06 3-02-06 3-03-02 ,l )- / ), 1-00 12-11 1-00 JOB NAME : POLYGON 4-A NH - AG Scale: 0.2499 �\����EGPN�FFsc9 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /��� 29r 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 � s P E Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 7 op.and at 10'pp respectively unless braced throughout their length by `rr �� P ly' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ 0 I:C- 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. -y A-OREGON 4(f SEQ. : 6052929 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2l �� design loads be applied to any component. and are for"dry condeion"of use. / 47 y 2� TRANS I D: 407653 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 1 4, �� necessary. MFPRO- 6. V fabrication,handling,shipment and installation of components. 7. eigs assumes adequate drainage is provided. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII II II(IIII II I IIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 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) 52 2-12=(-1145) 3412 3-12=( -243) 295 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3743) 1459 12.13=) -912) 3044 12- 4=( -161) 480 WEBS: 2x4 KDDF STAND 3- 4=(-3577) 1465 13-14=( -700) 2590 4.13=( -569) 346 LOADING 4- 5=(-2976) 1320 14-15=( -713) 2453 13- 5=( -204) 792 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2278) 1172 15-16=( -924) 2817 5-14=(-1009) 554 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2278) 1172 16-10=(-1152) 3185 14- 6=( -788) 1764 TOTAL LOAD = 42.0 PSF 7- 8=(-2976) 1320 14- 7=(-1010) 554 OVERHANGS: 12.0" 12.0" 8- 9=(-3577) 1465 7-15=( -204) 793 LL = 25 PSF Ground Snow (Pg) 9.10=(-3744) 1459 15- 8=( -569) 346 Connector plate prefix designators: 10-11=( 0) 52 8-16=( -161) 481 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -243) 295 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -367/ 2172V -304/ 304H 5.50" 3.48 KDDF ( 625) 49'- 0.0" -367/ 2172V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc sSacing,I 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 = 0.258" @ 24'- 6.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.490" @ 16'- 6.1" Allowed = 3.206° MAX LL DEFL = -0.002° @ 50'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003° @ 50'- 0.0" Allowed = 0.133° MAX HORIZ. LL DEFL = 0.108" @ 48'- 6.5" 24-06 24-06 MAX HORIZ. TL DEFL = 0.176" @ 48'- 6.5° T f T DESIGN ASSUMES MOISTURE CONTENT DOES 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19%AT TIME OF MANUFACTURE. f. 12 12 Design conforms to main windforce-resisting 6.25 M-4x6 6.25 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0 ASCE 7-10, X 6 „ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), *%. M-3x4 load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-5x6(S) 5M-5x6(5) 0 0.25" 0.25" O th M-1.5x3 /\100p:M-1.5x3 CO o ..:4:; 1.00 • 12 13 1' 14 'r1R 16 ..`7.146041 ,11 o o M-3x8 M-3x4 0.25" M-3x8 0.25°5 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, 1/ 1, ,. ), 1, y y y 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 y y 1-00 49-00 1-00 JOB NAME : POLYGON 4-A NH - B1 5����GD PNROF�s`> Scale: 0.1287 �\ ! Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: v /��� 9 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,..../4•,.. �'� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON '' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -}7 <(J IN SEQ. : 6052930 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, Gf -7�/�r �r ° design loads be applied to any component. and are for"dry condition"of use. O 1 "'�'- TRANS I D: 407653 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 2- O` nfabrication,handling,shipment and installation of components. Decessary. P P 7.Design assumes adequate drainage is provided. FR R I L\- 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincideiatwithizjointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.6ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, considered for this design. P LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 T 12-03-10 12-02-06 12-02-06 12-03-10 12 11M-4x4 12 6.25 / 3 Q 6.25 In M-3x5(S) M-3x5(S) 0 m M cO O 2 4 O 0 o M-3x5(S) M-3x5(S) o M-3x4 M-3x4 J, J- 1- y y y 16-06-01 15-11-13 16-06-01 y J- 1-00 49-00 JOB NAME : POLYGON 4-A NH - B GE1 <<-�ED PN OFFssi Scale: 0.1680 v77g r Q"* WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ J 7 '}7� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .1'92 172•OPE Truss: B GE 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /✓fG/, 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 botlom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by // is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tl „.,04111110- rywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ >M 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. p A,,OREGON �(/ SEQ. : 6052931 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G "% �� design loads be applied to any component, and are for"dry condition"of use. /Q '9 y 1 4 2Q .}.. TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if p fabrication,handling,shipment and installation of components. necessary. 4'/ 'RRIO- I - v 7.Designlaesassumes adequateed drainagehcis oftru ,provided. r'S y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII I I IIII VIII II I II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerche. 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 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0° 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12°0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. 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. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=23.3ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 6-05-08 6-05-08 T T T DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 12HHM-4x4 12 14.007 2 N 14.00 fB 0 CO 0 co o 44' 1 0 f- T • s- -/ - 5 , ,) y / 1-00 12-11 1-00 �, PROFFS JOB NAME : POLYGON 4-A NH - A GE 5� �;INQ,� w Scale: 0.3258 . °7 ig/M 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 7, 7' 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 .92I I P E c Truss: A GE and Warnings before construction commences. building component.Applicability of design parameters and proper /ielI_± 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -� �� P Y continuous sheathing such as plywooding(TC)and/or drywall(BC). �, DATE: 9/8/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing requiredmeed where shown++ OREGON 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 to SEQ. : 6052932 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, Gi n �\� and are for"dry cond'aion"of use. " , design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 P TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the necessary. Mr(� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C PRO- 8. R'U 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I II]III]IIITPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0° ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 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 9 g DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 m h considered for this design. p , h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 12 IIM-2x4 12 /— 6.25 L— \I 6.25 Lo M-3x5(S) M-3x5(S) o 0, y CO C.)o M /- o 1Il • Imo ' 4 o o M-3x5(S) M-3x5(S) o M-3x4 M-3x4 y y 1- ,l- 16-06-01 16-06-01 15-11-13 16-06-01 y y y 49-00 (< O PROFFS JOB NAME : POLYGON 4-A NH - B GE2 co ��INq,� s/ Scale: 0.1697 I ””.7g/ 7' D2 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 !9211 1 P E c Truss: B GE2 and Warnings before construction commences. building component.Applicability of design parameters and proper // '-"'iggllir 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/-4111..- - DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact hedging or lateral bracing required where shown++ ftll 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. -7 A-OREGON 1(/ SEQ. : 6052933 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G "7 tib' 6, design loads be applied to any component. and are for"dry condition"of use. /O • " TRANS I D: 407653 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 14, nL°,P j. necessary. MER RIO- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII IIII VIII I I IIII II II II II III IIII TPINVTCA in BCSI,copies of which will be furnished upon request. it coincideiatwithizjointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,IDC./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 #1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-7370) 2980 I.12=(-2604) 6818 1- 2=(-7370) 2980 16- 8=(-565) 347 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2- 3=(-7391) 2850 12-13=(-1507) 4496 2-12=( 0) 267 8-17=(-165) 479 WEBS: 2x4 KDDF STAND; 3- 4=(-3150) 1382 13-14=( -878) 2897 12- 3=(-1416) 4033 17- 9=(-243) 294 2x4 KDDF #1&BTR A LOADING 4- 5=(-2722) 1283 14.15=( -662) 2480 3-13=(-2068) 825 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2242) 1190 15-16=) -721) 2422 13- 4=( -128) 434 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2255) 1174 16.17=( -931) 2806 4-14=( -669) 362 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2952) 1323 17-10=(-1159) 3162 14- 5=( -218) 730 8- 9=(-3546) 1468 5-15=( -984) 545 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-3714) 1458 15- 6=( -814) 1745 10-11=( 0) 52 15- 7=(-1015) 553 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-16=( -203) 805 Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M16HS,M16 = MiTek MT series 0'- 0.0" -323/ 2058V -301/ 295H 5.50" 3.29 KDDF ( 625) 49'- 0.0" -368/ 2175V 0/ OH 5.50" 3.48 KDDF ( 625) 'COND. 2: Design checked for net(-5 rift uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.452" @ 13'- 4.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.865" @ 13'- 4.0" Allowed = 3.206" MAX LL DEFL = -0.002" @ 50'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 50'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.253" @ 48'- 6.5" 24-06 24-06 MAX HORIZ. TL DEFL = 0.414" @ 48'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 4-10-09 4-02-12 4-06-04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. T f f f f f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.25 i .. M-4x6 Q 6.25 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=1.6, "! Truss designed for wind loads M-3x4 in the plane of the truss only. 7M 3x4 M-5x6(S) M-6x10(S) M-3x4 0 4 0.25" 8 0 0.25"11 ,- M-3x8 gM153 M-1.5x3 2ie% co /r o� M M-5x16 / o /12 0 C1. Amo ��� o **� =M-10x10 13 14 15 0 17 ....�1llikkh 0 o MSHS-9x18 M-3x4 M-3x8 0.2� M-3x4 M-3x8 0 - i 3.50 3.50^ M-5x8(S) 12 12 J' y y y ,1 1, 1' .1 y 6-10-12 y 6-05-04 , 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 J' J' , 6-10-12 6-05-04 35-08 1y0y0 49-00 1-00 ���Ep PR()Ft JOB NAME : POLYGON 4-A NH - BV 5 Scale: 0.1172 5\ !_�(yy/f (J OZ WARNINGS: GENERAL NOTES,unless otherwise noted: v '�1g" / 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 =9 G! P E Truss: BV and Warnings before construction commences. building component.Applicability of design parameters and proper //j 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `rr , P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y., DATE" 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �`�4". 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "}7 v,/ SEQ. : 6052934 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 2l9 O'�p` A• and are for"dry condition"of use. design loads be applied to any component. O 1 Q" 2 A TRANS I D: 407653 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 �`_ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne hdrainage istruss,provided. `�R S 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with joint center lines. 9.linesindicate size of plate in inches. MITekUSA,IrC./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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-179) 173 6-2=(-456) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-239) 126 7-8=( -22) 32 2-7=( -49) 146 WEBS: 2x4 KDDF STAND 3-4=(-239) 126 7-3=( -30) 120 LOADING 4.5=( -6) 146 7-4=( -49) 146 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-8=(-456) 184 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -71/ 487V -188/ 188H 5.50" 0.78 KDDF ( 625) Connector plate prefix designators: 7'- 3.2' -71/ 487V 0/ OH 5.50' 0.76 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-07-10 3-07-10 MAX LL DEFL = -0.001" @ 8'- 3.2" Allowed = 0.100" 'I ,' < MAX TL CREEP DEFL = -0.002" @ 8'- 3.2" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.047" @ 1'- 10.9" Allowed = 0.317" 12 M-4x6 12 MAX TO PANEL TL DEFL = 0.096" @ 5'- 2.9" Allowed = 0.476" 14.00 7N 14.00 MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.5" 3 4.0 MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.5" J DESIGN ASSUMES MOISTURE CONTENT DOES !,�� iihhi NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. co 0 1.0 M-3x4 M-3x4 ,i- 4.01111111 11111111111\ O Gii 00001 •ciO at mown Y 61.- 1 7 w�8 M-1.5x3 M-3x8 M-1.5x3 y y > 3-07-10 3-07-10 /, > ) ) 1-00 7-03-04 1-00 O JOB NAME : POLYGON 4-A NH - Cl Scale: 0.4001 C�����D PN oFEssjo g/f ' 3 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 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 PE Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �� po ry permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' "/NIN. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 01 'et 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. pOREGON 4(/ SEQ. : 6052935 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 2f �� I` design loads be applied to any component. and are for"dry condition"of use. /O ''/I- 9 y 1 4 9-° A..}- TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 0 necessary. (�� fabrication,handling,shipment and installation of components. 7. eassumes adequate drainage is provided. PRO- 6. fl R��- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII VIII VIII III III IIII IIII TPINJrCA in BCSI,copies of which will be furnished upon request. git coincide with jointanr 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 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6,0, ASCE 7-10, considered for this design. LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators:= ComTruss designed for wind loads C, ( = prefix) = CompuTrus, Inc LIMITEDQUSTORAGE DOES NOT APPLY DUE TO THE SPATIALIin the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for complete specifications. 3-07-10 3-07-10 12 IIx-4x4 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 14.00 V 2 N 14.00 Ak IN 0 co 0 0 0 0 0 1 41111111 ..— A 4 5 y y y > 1-00 7-03-04 1-00 PO R JOB NAME : POLYGON 4—A NH - C1GE ���Q,„ O�Fsdj Scale: 0.4473 ,,,GINE-p,.., �2 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 P E Truss: Cl G E and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2. eier Design assumes the top and bottom chords to be laterally braced at - DES. BY• BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). JDATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON CrC SEQ. : 6052936 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Q A- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ "7q ZO���� design loads be applied to any component. and are for"drycondition”of use. O Y 4 A TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if q A fabrication,handling,shipment and installation of components. Dnecessary. 'Y/ p �� VV P P 7.Design assumes adequate drainage is provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII I III IIII IIII TPIMffCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssindsize of tplate in inches.. MiTek USA,InC./CompuTftas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 157 6-3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7-4=(-387) 349 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ]GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-07-09 3-08-03 0-03-12 MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" T T T T + Laterally brace to roof diaphragm. MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435" M-1.5x35 HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 5 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.0D3" @ 7'- 2.0" gable end detail for complete M-3x5 specifications. DESIGN ASSUMES MOISTURE CONTENT DOES I NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 �� Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. M-3x4Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top 3�Bchord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. M-1.51AI1L , M-3x4 M-3x4 J, ), y 1-00 7-07-08 R JOB NAME : POLYGON 4-A NH - C2 ''S''( Scale: PN OFfissio Scale: 0.2936 �' �.`7/3/Ir L WARNINGS: GENERAL NOTES,unless otherwise noted: Ct- 7 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 .n P E Truss: C2 and Wamings before construction commences. building component.Applicability of design parameters and proper /J /G!, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` l4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d /" ��� - rywall(BC). Cr DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �y /� 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. -37 OREGON 1(/ SEQ Q. : 6052937 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, 470-1.7-11- 14 v/�! \ A• design loads be applied to any component. and are for"dry condition"of use. f -7 y' 2° 4TRANS I D: 407653 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 1 4,sQ. necessary. MFR R 11-x""0 fabrication,handling,shipment and installation of components. 7,Designassumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 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-1088(MiTek) EXPIRES:12/31/2015 1101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 6-7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -83) 157 6.3=(-579) 555 WEBS: 2x4 KDDF STAND; 3.4=(-376) 415 3-7=(-358) 345 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7-4=(-387) 349 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series ;COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.; BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 3-07-09 3-08-03 0-03-12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' MAX BC PANEL LL DEFL = -0.080" @ 3'- 8.8" Allowed = 0.326" T T 1'T MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435" 12 M-1.5x3 5MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0" 14.00MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0" y 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=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 A v 0 o M-1.5x3 /4A 0 o0 0 M-3x4 M-3x4 J, y ), 1-00 7-07-08 JOB NAME : POLYGON 4-A NH - C3 Scale: 0.3002 �... E N�FFss/ /i3d 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� -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 !92••P E Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper J' 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• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d �- DATE: 9/8/2014 responsibilitybuilding Pbridging q ywall(Bc>. IZ the overall structure is the res onsibili of the designer. 3.2x Impact or lateral bracingrequired 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. 9 -7 OREGON�� 4,40 S E Q G design loads be applied to any component. .and are for"dry condition"of use. /O 44' 1 2� 1A TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 8Design assumes full bearing at all supports shown.Shim or wedge if A cy_ fabrication,handling,shipment and installation of components. necessary. /14 t v 7.Design assumes adequate drainage is provided. R R 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II IIII VIII I III IIII III IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindicate size of plate in inches. MiTek USA,IDC./CompuTruo Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015