Loading...
Plans (50) TMST k -Lam; LCL,$-Ci.73 S'l.,Qj ' )A' (0, \SiCi,,,CD St: • r 3T-0' I 11'-0' / ----r J1_ - ` J1 J2. Øfr il CJ4 ia, 4 6:'2 CJ5 J6_ CJ6 J7 /YAM A J7 J8- AM J8 Si_ AM Je 4 MN 44 J9- J9 J8. -- J8 J7 si :Fe JT / / J6_ J6 J5— 8:'2 _J5 J4 i J3 ` J2 - _ ` J1 10:12 10:'2 J1 x:12 4J3 10 12 Ls 8 2 1111k SA I, • 4. I _ 4P 11) cy al, GARAGE " CONFORMS TO DESIGN CONCEPT 111-0' I 15'-0' _I n WORMS TO DESIGN CONCEPT WITH 3T-0" REVISIONS AS SHOWN ®CONFORMS TO DESIGN CONCEPT D NON-CONFORMING-REVISE AND RESUBMIT ❑CONFORMSTODESIGNCONCEPT W€TH THIS SHOP DFAorl�v HAS BEEN REVIE'W'ED FOR GENERAL CCNEORPANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o NON-CONFORMING-REVISE&RESUBMIT t=3RICI.TCA;VENJOR 0=3ESROhSI5ILIP'FOR CONFORMANCEWITH THE .... r n r s 3 REVVED F. �r C.r:.rorx CE o-i H HAVEPRIORITY , ..g.rr - MS DM r.-. WAVE -Fa DESIGN DRAWINGS AND SPECIFICATIONS ALL DF ter. Or OF R. as r. FOC r.N.. Eu :.VV"H0.3:'1 OVER THIS SFOs DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. OF N:G_.,..A'...:Lt,MA, .....,..c.,c._S.V._U NA':,+T, SC.Ccf Ui'_p.T:lli 5:+0;'DRAWING. By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILRRANDT ARCHITECTS CT ENGINEERING&AGghtCompuTrusInc.2606 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TRUSSCAAL ULLATIO EARNTDO PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS OR FURTHER PLAN 3D INFORMATION.BUILDING DESIGNER/ENGINEEROSBLEFOR AL NON-TRUSS RECORD PLAN: RESPONSIBLE FOR ALL .BUILDING DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3 / D CHECKED BY: REVIEWW ANDAND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE LEFT 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. ....... lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-121 UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��RcD PR 0Pe 87O22PE r- 7 "cj, OREGON (tb "20. . s'I'18ER 1� 4) 0,9A. HE % 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 ANSI/TPI 1. ler MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-121 UP Fax 916/676-1909 3D 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:R41832602 thru R41832612 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ONIO 14. aS IASFrM � 16 49639 kkisisIg April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-djDAkdT?Wg1 gR6Aiu2whgSrzALaeplNpCinHGIzOQRB 2-6-0 1aF Aad 1 1-2-0 11 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e a o '' / o \ /e e\� o N , N 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-6-2 I 11.4-2U10-21 I 18-9-12 I 11-4-2 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge),17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'ON10 46, TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-294.4/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15 16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 flCJ .1 YY WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=-1916/0,9-12=0/1262, ,- , 7-12=-756/0 ,t- j +� 1, tr5 NOTES Jed' k N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. dloi464 74 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. LOAD CASE(S) Standard S'1ONALc t�-�,�o PISEll©p EN �NEfi9 �0 --1.- ,L1/4.,c- 87022PE r" / ca, CV p 'j, OREGO Q::' 40 ©S A. H' ,.\ ... EXPIRES:06/30/2015 April 22,2014 8 a A WARNIVS.Writy,desi n raraaaemrs a.d READ NOTES ON 7F/.SAN D MIMED MEEK°.EFEREtdl PAGE 1411.7413 rex 1/28/J I&BEM1Eta 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 A����'Frei( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quagly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety informaiton available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pike(SP)lvaetsev 1r afievttad the uex-s&n:master are these eficvttve o6fO7.f2ot:3 fsy MSC Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_UP F02 FLOOR 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510$Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vtxLZ8PkHIx6fOGOKAzOQR9 1 2-6-0 1 1-9-8 I I 1-2-0 I I 1-60 11 1-1-12 1 1 2-5-8 I I 1-2-0 II 2-0-8 1 1 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 s e e a e m ee e 444444444%- la' 0 0 N +\\ . KIP . .- KO -it. 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-7-4 1 8-8-12 1 11-5-47-0-4II I 17-4-12 1 21-5-12 I 8-8-12 2-8-8 b-7-047-0 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edael,17:0-1-8,Edgel,116:0-1-8,Edoel,122:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 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 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) ..ysONIO,, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. cC7 01 WASE TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, {� #( f '" 0 9-10=0/571,10-11=0/571,11-12=0/566 q- - BOT CHORD 22-23=0/653,21-22=01700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, a G'2, r5 15-16=-22/297,14-15=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, 12-15=-457/0,6-20=0/535 ' r NOTES �Q ,449639 1)Unbalanced floor live loads have been considered for this design. '4' ISI >'ti, 2)All plates are 3x4 MT20 unless otherwise indicated. d5OA14 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to beach Jate ca.-able Ofwithstandine lot lb u.liffarOin s 14: 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 7=6 sfmngharks on edge,spaced at 10-0-0--or and fastened in earh inrsu with 1-1Od.(0 131"X 3")nal3 Strongharksto _ 4 PRop? be attached to walls at their outer ends or restrained by other means. '9 7)CAUTION,Do not erect truss backwards. �CNGI�EF9.eS'/09 LOAD CASE(S) Standard 870 2PE NI y 04j OREGO ,©4 0 41BER 1\ ©`9 A. Heck EXPIRES:06/30/2015 April 22,2014 t e a W4RNLYS-Verty design pa,emi rs and READ/rT€S Gtr 1815 AND INCLUDED t417€K REFERENCE"ME M117413 mg.1,123/2k14Pff-0fEl • _ 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's responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI�IQ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B A�. fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdterfa,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 fSP)tumber ismsa ed,the design snrtues are theta etfertiue 06/O11201.3 by Job Truss Truss Type Qty Ply 3D R41832604 PL14-121_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:57 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-21uIMfVupIQFIZvHZATOR4TWSYngOmzFug?xtdzOQR5 1 2-5-4 I I 1-2"0 I I 2-0-8 I 2-6-0 1 1 1-4.4 Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 a • o IN _ N e -` 0o 1 K 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 13-3-4 13-tDd II II 8-7-12 8-fl4 12-941 I 2-8-4 0-7-0 0-7-0 s-Y-B 4-8-0 0-'1-$ 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edael,(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (Ib/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) ONTO FORCES (Ib)-Max.Comp./Max-Ten--All forces 250(Ib)or less except when shown. �a add 1 A3i, TOP CHORD 2-3=565/0,3-4=565/0,4-5=0/538,5-6=0/533 4+, Q CIA. BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 !fir WEBS 2-12=610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 =4' ' + 0� t NOTES 4 1)Unbalanced floor live loads have been considered for this design. ' `rr 2)Refer to girder(s)for truss to truss connections. rid 1 49639 44' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 2 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8, ISi81 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �istARlG ION 6)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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard �\���,i,,...0 P,e vz 87022PE f 7 '5, €3REG•N 9c,=> 4./ <>14�' 13ER � ©S A. HE EXPIRES:06130/2015 April 22,2014 4 t AISW/I.#3-Vereydesiiuparas firs andRE,1D ICTES CM THIS AND I!3.t £4//!T?TR£££ff£NCEPAGE Ma7473rex1,z5f7AI49ffr4ELSE it Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■■ � _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (}j� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII 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 1fScrut1nere.Pine(SP)lr.uktuev is cit-kest;the-design>vatual a.:zicseeteetsve i /a9/coxa layAl.sC Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-WVSga?VWNa3Y6wjUT7u_d_I0i3y711Em06KlUP3zOQR7 I 1-9-0 I I 1-6-4 I I 2-4-12 1 1 1-2-0 1 1 1-4-4 I 1-3-0 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x6= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 0 N i , o e e e 14 13 11 10 9 3x4= 3x5= 77 3x6= 1.5x3 I I 3x4= 3x4= 5-2-0 12-0-12 I I 5-2-0 I 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Eduel.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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, Except: 6-0-0 oc bracing:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) 01ONLO lit FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 O3 Ov Wase 4 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 (..3 40 lik., fr' WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 fi / Gmak. NOTES 1)Unbalanced floor live loads have been considered for this design. b. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9 ( 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 f Q -o 0iST .c) be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. '3101VAS. G LOAD CASE( ) Sndard _ ���,to PR+OFe co <c.oN' .,,I� ')GINF Ort 87022PE r' r" 7 SAT OREGMN ci" jt/ 13C©s'�$EFt #\_ .. A. He EXPIRES:06/30/2015 April 22,2014 ®vumirm-Verity,design parernewrs and REAP PEEPS ON'ft#'S ANC MIMED HITEK REE?RENCI PAGE MIL 7473 rev.1/25/2014 BIEEOPEUSE El . a Design valid for use only with MiTek connectors.Thu design n based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component a 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 o the responsibillity of the �Ii�e�C' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPil Quality Criteria,DS8-89 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 Saushem Pine ISP)lumber is specified,the t&assilgss rratsues an these etfiectivre 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 3D R418332606 PL14-121_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv- h02nLX8KMgzYt3fhbVsXVZoIMMDUehYL_U2xVzOQR6 I 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 oO N ,y .11/ e `B e e e e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets 0(Y): 12:0-1-8,Edael,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 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=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ," ONTO } TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 t{ BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 & OV WA Ii WEBS 3-10=0/263,2-12=1310/0,6 8=-1198/0,6-9=0/579,4-10=-545/0 Cj r 3 NOTES f._ k:, C� 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. to 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. sr 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 rd 49539 be attached to walls at their outer ends or restrained by other means. (Dli 'GiS `' LOAD CASE(S) Standard ,tNA� CI 4\t PRopFss 'w 87022PE �r / 5.y S OREGO rU QZt' o ' ER .0 A He EXPIRES:06/30/2015 April 22,2014 1 t A W4fff.`-Ver/1 deign pararamirssod READ IC TES CNTHTSAN Aaiun Mi7EKREFERENCE M /4077473 roc 1/25/2014£st di8EtiSE Design valid for use only with M7ek 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 I V{�I�.k^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Qualify 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 r1 Sauthern.Pine(SP]Lumber is specified.,the cleaigauatmee are there C4filiCtiVS 06./03/2411.8 by MSC . Job Truss Truss Type Qty Ply 3D R41832607 PL14-121_UP F07 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 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-StaR?hYm5gog9lesFJ053j51emmFD7ehaeEbTxzOQR5 I 2-6-0 1 1-9-8 I I 1-2-0 1 1 1-3-4 1 1-6-0 I I 2-5-8 1 1 1-2-0 I I 1-11-0 I Scale=1:25.7 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 • • e o i v:- IIIIII" - -400,0,--Illosisie_ _ 000000000001101 e e o . : a e 16 15 14 4 12 11 3x8= 1.5x3 II 1.5x3 II 1 4-6-8 1 5-1-8 15-8-8 1 8-8-12 I 11-5-4 112-0-4112-7-4 1 14-9-4 1 4-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edael,18:0-1-8,Edgel,[14:0-1-8,Edgel,f15:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 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=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) OI rO 1�3 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 & riV TWAS BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 C.' Fv' ,. O. WEBS 2-16=-729/0,5-13=594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 1,0 sz rd NOTES j N 1)Unbalanced floor live loads have been considered for this design. 1 14 2)All plates are 3x4 MT20 unless otherwise indicated. err 3)Refer to girder(s)for truss to truss connections. 15 49639 44 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. OA"c&G. srve .c 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)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 Ak`rf�� 14G N be attached to walls at their outer ends or restrained by other means. 7)CAUTION, o not ereetTfuss backwards.--_---- —. .. LOAD CASE(S)-standard - -4-' - .• GINE `S/� ' 4 87022PE - I— y �4T OREG N r a 1U ©S A. H \4Y EXPIRES:06/30/2015 April 22,2014 a t A awn-Verity Ver'ty design penmen mid READ IC TES ON THIS AM)SM1BOFD MITFX REFERENCE PAGE.MiT-7 413€oe 1/29/MUDE ME 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 R�'T�k• 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/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,95810 tfSeutlaetn pinetS,Pltr.mrtner isupedieed,the design values areTera dle.StiV4 0G/i33J2O13 byALSC Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:42:01 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-w48pCOYOs_whnBD2o0YKcwe9A9z3yTvrplz900zOQR4 1 2-6-0 1 1 1-0-10 I I 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e I el o1\‘.. \ , 1� r / � 4444444444444441•444, e/ �\a � e - - C. 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10 1%-1-101 1 19-0-4 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,f7:0-1-8,Edslel 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) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) SALA FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. JIONTO TOP CHORD 2-3=3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 flcj -c 44, 111/ASj. 44- WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, 4 7-12=-786/0 C,A NOTES , k s., G. tli 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)17. rIPr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d� 49639 ,, 4)Recommend 2x6 strop backs,on edge,s aced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to fit' ' �,,� be attached to walls at their outer ends or restrained by other means. r �$'I}✓ LOAD CASE(S) Standard '�4E4 PROP . N Gi1VEF� >0 `zt- 87022PE r- // yal ,cv -5, OREGO ti. ttr .pO S'-5, .\�' ©S A. HES EXPIRES:06/30/2015 April 22,2014 t f Aimly+I.m-Verity Align parametersaadREAD f.1FSONfN:SA/ MIMED HZ7EA"REFhtEdMOSMILL7473ren1,/ZS/26UUBt0(f((5E .....' Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/7I1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,761 N.Lee Street,Suite 312,Alexandria.VA 22314. CiWs if Southern.Pine(SP)iaatiber it specified,the designHeights,CA,95610 .rises we..thes effective by : Job Truss Truss Type Qty Ply 3D R41832609 PL14-121_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZIHhw8_1 yjYgzOQR3 1 2-6-0 111--0-14-11 1-2-0 I0:1:11, � Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • e • T' NI `! 1' 16 15 14 13 12 354= 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-14 I 11-6-14 112-1-11 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Eduel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=832/0-2-12 (min.0-1-8),11=832/0-44 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `11QNIO 46. TOP CHORD 2 3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7 8=-2992/0,8-9=-2992/0 } BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 Q c v'WS. ... r WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, C.1 7-12=-789/0 / w' ' NOTESI N 1)Unbalanced floor live loads have been considered for this design. P 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. Tf 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' ISI be attached to walls'at their outer ends or restrained by other means. SIGNAL C5 LOAD CASE(S) Standard $70 2PE cr) CV , '0j;©REG N t2 Au 1 'Yo $4iBEA 1,' ' Osb` A. Hen EXPIRES:06/30/2015 April 22,2014 0 1 AW4RN/I,�3.VE??yde=ignra;amc€xrrsand READ dti3TES G4TN:SA1CINCLUDED NITKREFERENT /4II:473MMu1/2S/20141REUSE mo Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MXI ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 €i Se herir Pine(SP/i ober isspasifz .11w-deign takloes am those Street, SueIfzctveoG/OSr2013 bykst2t31,22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 3D R41832610 PL14-121_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 I D:SygD?CTgSFZSjSNcS 1 ttI DzR3Xv-SSFZdiaeObAPOUMQwRaohl.jY2zoGQPiBGcSF4GzOQR2 I 1-2-0 I I 1-2-12 I 2-6-0 I I 1-2-0 ii 1-3-0 I 1-6-0 I Scale=1:21.2 1.5x3 I I 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1 2 3 4 5 6 7 6 e O ® _ Pzzi, O O e N e e e e 14 12 11 10 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 1-5-4 I 8-0-8 18-7-8 19-2-8 I 12-2-8 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Edge1,110:0-1-8,Edge1 LOADING(psi) SPACING 1-7-3 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 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 6-0-0 oc bracing. REACTIONS (lb/size) 14=-585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uprrft14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) 'TOMO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. n v vaS TOP CHORD 2 3=0/824,3-4=-647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 BOT CHORD 13-14=-824/0,11-12=O/791,10-11=0/791,9-10=0/494 f lieli , WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 , , i k 0,x N NOTES 1111 4 1)Unbalanced floor live loads have been considered for this design. 4'.r 2)Refer to girder(s)for truss to truss connections. rdI? 49639 r,4 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except)jt=lb)14=628. (� I5IEW 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. ti G 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. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ?,c,t) PRQp , w 87022PE !`. CD ,CV y SAT °REGO ti� zt "0 �' BER As �p A Her, EXPIRES:06/30/2015 April 22,2014 l I ®WARNI?i Yen'sydeign paraswtesa:1:iREAP f,O SOHMS Aho;MCILSE11MITA REFEFENCEPAGE MIS 7473mg-1;28/2t14BEMUSE n Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional perm anent 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/TP11 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 t#seus evi )l is s€ed.thede values we Gspa1fzaa3Os;Atsc Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-Kepxg2bH9VIGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 ll 1 2 3 4 5 6 7 • • Bil __," .000 .4,14111-- ii Ve..VfkttIII%iiiiiiiiiiiiiiiiii4i - O N � N .o e e e , 1 K 11 10 F-. 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 2-8-4 13-4 3-10-4 I I 8-7-12 17-9-12 I 2-8-4 10-7-0 10-7-0 0-5-8 4-8-0 e-l-a 4-0-8 Plate Offsets(X,Y): f2:0-1-8,Edgel,[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 022 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/iP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=-64(LC 3) Max Grav 12=321(LC 3),8=146(LC 7),9=754(LC 8) 33ONIO 14, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c' OV VAS:414.4y, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 (.3 "((' / Q et, ,4 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 f. ` k„ •Q r WEBS 2-12=-610/0,4-9=-841/O,6-9=-452/0 N NOTES tk 1)Unbalanced floor live loads have been considered for this design. 1' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 0 49639 ' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. ( ' j STEW Si 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .`C� 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 S ` 1ONAL G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards____._ __. pp 1 LOAD CASE(S) Standard _ -- ; QROpe . �c\GJ� ! �'j�N �'�Cy.s/(jd'S„ 'z' 870 2PE <" s- P 0-0j,.ORES NI r>Q 0 weER 1\ ÷ - A. H � EXPIRES:06/30/2015 April 22,2014 e e ®MINKM3-Verity designrararrse sirs and REAl)140TES ONTUTS AND imatzEDMIKREFERENCEP Mil.7473rxs1/2fl/2634D, kiME 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 ■ '1 T�BR„* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1YB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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(5P)Will 8•s it upoc fed,the dczign values are..these othuet ve 06/01/201 8 hvAiSC Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 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 15:42:05 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-prNK2OcvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 2-6-0 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 _ _ _..7 0 0 N N r ,-- e 10 9 8 3x4= 3x4= XX 3x4= 3x4 = I 4-6-8 I 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f8:0-1-8,Edge),19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 020 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress'nor 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=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10NIO N. TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 �a BOT CHORD 9 10=0/684,8 9=0/757,7-8=0/476 0% V WMt WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 (., �( NOTES tq l'd k"'. ' :I.'i-,dr 4 tia 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. , n 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 'r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'i fl 49639 4J 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 k 4bSISTER be attached to walls at their outer ends or restrained by other means. '' LOAD CASE(S) Standard 1ONALV p,EQ PROp4. 8707 2PE 1 yN ,c 4j, OREG N ( 'SS�0 1 ER \ 4� sik A He EXPIRES:06/30/2015 April 22,2014 4 B AAIJ/7M3ereqde_sIgapararnallrsar:dREAD?/21ESGYTHIS AND INCLUDED MTV(REFERENCE MGEMIT 7473mg.1/15/2UP4RffOREUSE 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 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/TPI1 Quality 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 Heights,CA,95610 if Southern.Poe ISP)lunation it sporthies{,the dt+utgrr oakum are Mote effacing*06/0E/2O13 big MSC Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Dan�lq e or Personal Injury offsets are indicated. I g J rY MNDimensions are in ft-in-sixteenths. iii4k. Apply plates to both sides of truss 1 2 3 1. A•diti nal stability bracing for truss system,e.g. and fully embed teeth. di•gorr al orX-bracing,is always required. See BCSI. TOP CHORDS 2. 71r ss bracing must be designed by an engineer.For 0-1/16rr4 Wi•e tr ss spacing,individual lateral braces themselves rh•y rewire bracing,or alternative Tor 1 p ° tpr•cin should be considered. O a- ILlIpiliAli F p U �� 3. tW=ver exceed the design loading shown and never sit•ck materials on inadequately braced trusses. Or 0 4. Pr•vide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 .7 C5-6 d-signer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. Ill•ce laces on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jai t a d embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lip.ati ns are regulated by ANSI/7P11. connector plates. THE LEFT. 7. D.sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th..en ironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 1 software or upon request. NUMBERS/LETTERS. 8. U less otherwise noted,moisture content of lumber sr.11 not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. 0less expressly noted,this design is not applicable for ICC ES Reports: s-with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.C•mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 re pon ibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 mb r for dead load deflection. the length parallel to slots. 11.PI.te t pe,size,orientation and location dimensions in•ica ed are minimum plating requirements. LATERAL BRACING LOCATION 12.Liu bek used shall be of the species and size,and Southern Pine lumber designations are as follows: in•II respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published sp cified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS 13.To.chords must be sheathed orpurlins provided at SP represents ALSO approved/new values output. Use T or I bracing with effective date of June 1,2013 sp.cing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING orless,if no ceiling is installed,unless otherwise noted. 15.C nnections not shown are the responsibility of others. Indicates location where bearings 16.Q not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 4r proval of an engineer. reaction section indicatesjoint tall and load vertically unless indicated otherwise. � number where bearings occur. 17.Ih Min size shown is for crushing only. 0 18.Us ofreen or treated lumber may pose unacceptable 1_ e viror�mental,health or performance risks.Consult with Industry Standards: pr ject engineer before use. ANSI/TPI1: National Design Specification for Metal 1111 19.R view all portions of this design(front,back,words Plate Connected Wood Truss Construction. a d pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. lie e 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 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. Compulrus 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 ail 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). 4c9W , ' '4 <� s i 401 4, do ii yR e 1} ,� 11'0 tp A.JO Jiff�l�F,tJ EXPIRES MOMS 1111IIIIII • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 84 2.14=(-1640) 5491 14- 3=( 0) 200 2x6 KDDF #1&BTR T2, T3 2- 3= -6334 1973 14-15.(-1644) 5489 3-15=( -306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -6221 2152 15-16.(-2605 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 16-17= -2821) 7853 15- 6= -2321 1071 TC UN F LL 50.0 +DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4. 6= -5528 1960 17-18= -2605 7338 6.16= 70 668 TC LATERAL SUPPORT <= 12'OC. UON. TG UN F LL 100.0 +DL( 28.0). 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 8. 7= -7588 2804 18.19= -1644` 5489 16- 7= -420 325 BC LATERAL SUPPORT <= 12'OC. UON. TO UN F LL( 50.0)+DL( 14.0;= 64.0 PLF 31'- 0.0' TO 41'- 0.0" V 7- 8= -7588 2804 19-12= -1640) 5491 7-17= -420 325 BC UN FELL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10= -5528) 1960 17- 8= -70) 668 9.10= 0 0 8-18.(-2321) 1070 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL 416.7)+DL( 116.7). 533.3 LBS @ 10'- 0.0" 10.11= -622 2152 10-18=I -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+ DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11.12= -6334 1973 18.11= -307 242 12.13= 0 84 11-19= 0 200 LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUI'E$ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: B TTO CgHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix)= CompuTrus, Inc A�JD PITON CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0,0" -1049/ 3527V -117/ 117H 5,50' 5.64 KDDF ( 6251 M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF 625 JT 2, 12: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psfa uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436' @ 20'- 6.0" Allowed = 2.004' MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214' @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), Load duration factor=1.6 T Truss designed for wind loads 5-01-03 4-04 0-06-084-11-1511 5-06-06 5-06-06 4-11-150-06-08 4-04 5-01-03 in the plane of the truss only. T T '( 533.30# '1 1' f '33.30# T f 12 12M-7x8(S) - 1 6,00 6,00 I M-5x12 5 M•3x8 9 M-5x12 M-3V4Nz12 x8 7 0.25" 3 cm M-3x4,, rdir M-3x4 3111 1110M3 C 16 M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 0 M18HS-7x14(S) M18HS-7x14(S) b y 1, i y y y y ), 4-11-07 4-04 7-06.04 7-04-08 7-06-04 4-04 4-11-07 ,, y , , 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A' � �c� PRop.x�s Scale: 0.1587 71n5/! ' /�? WARNINGS: GENERAL NOTES,unless otherwise noted: • R74.`�PE 1.Bulkier and erection contractor dhould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f- and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: A 1 incorporation of component is the responsibility of the building designer. 2.2x4 compression web ti tmust be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing``o Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by #„fa.••., DES. BY: EE is the responsibility of the ereCtor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! /1,�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. - -Y9' OREGON .y SEQ. : 6051164 fasteners are complete and a)no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �' Nb A, design loads be applied to any Component. and ere for"dry condition"of use. ./^ "7 k. e,O �^. - TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tilt bearing at all supports shown.Shim or wedge if [3 14 necessary. 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 1111111 VIII VIII 1111111111 III ILII VIII IIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincideictwith jointfcenternche. 9.Riess dsize of platein 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) EXP:RE5.12131J201.5 IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDOF #1&BTR; LOAD DURATION INCREASE = 1.15 I. 2= 0) 84 2-14= -1158) 2709 14- 3=( 0 136 2x6 KDDF #1&BTR 72, T3 SPACED 24.0' O.C. 2- 3= -3153 1499 14-15= -1160 2708 3.15= -151 109 BC: 2x6 KDDF N1&BTR 3. 4= -2923` 1500 15-16= -1484) 3432 15. 4=) -326I 934 WEBS: 2x4 KDDF STAND LOADING 4. 5= 0 0 16-17= -1575 3699 15- 6= -1122 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6= -2558 1381 17-18= -1566 3432 6-16= -13 367 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -3560 1764 18-19= -1264 2708 16- 7= -230 137 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3560 1764 19-12= -1262 2709 7-17= -230 137 8-10= -2558) 1381 17- 8=( 13 367 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 0 8-18=(-1122) 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11= -2923 1500 10.18=( 326 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= -3153 1498 1R-11=I -152I 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13= 0 84 11-19= 0 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES vertical members (uon). 0'- 0.0' -388/ 1912V -118/ 118H 5.50" 3.06 KDOF ( 625I Connector plate prefix des) nators: 41'- 0.0' -388/ 1912V 0/ OH 5.50" 3.06 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uolift at 24 "oc snacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004' MAX TL CREEP DEFL = -0.413" @ 20'- 6.0" Allowed = 2.672' MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222' MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 m hi h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,' ,' ,' load duration factor=1.6 5-01-03 4-04 3-05-09 2-00-14 5-06-06 5-06-06 2-00-14 3-05-09 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only, T T T T T T T T T T T 12 5 9 12 6.00 DM-7x8(S) ` Q 6.00 M-4x6 M-3x4 0,25 M-3x4 M-4x6 6 7 8 r N p M-3x4 \/ M-3x4 0 3 1 'T' i r` coco o 10011 - 14 15 1 '( (7 18 19 '\3 o M-3x8 M-1.5x3 M-3x8 0.25" 0.25' M-3x8 M-1.5x3 M-3x8 0 M-7x8(S) M-7x8(S) . 1, J, , J, J, ), ), , y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 , , 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 Scale: 0.,562 �5�``vt,0� R pt.F�`��iQ WARNINGS: GENERAL NOTES,unless otherwise noted: 444 % r.7 1"' 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 en individual 4- 7,9210 PE r- Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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 DES. BY: EE - 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of 4.0' continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). ' !- Q DATE: -9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C •1 C 4.No load should be applied to any component until after all bracing and 4.tnstallation of truss is the responsibility of the respective contractor. OREGON �. SEQ. : 6051 1 65 fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 ''1 \ A. design bads be applied to any component and are for"dry condition"of use. / (� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 ��4 fabrication,handling,shipment and Installation of components. necessary. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ri 1 III IIII II 11111111111111111111111111 III VIII VIII VIII IIII IIII 9 1 8.Platesemail be with n on both facelines. of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. L I n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12131/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1- 2= 0) 84 2.14=(-928) 2668 3.14=8.164) 204 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2. 3=(.38791 1151 14.15=(_768) 2430 14- 4= -43) 366351 WEBS: 2x4 KDDF STAND581 2095 4-15.(-524 LOADING 4- 5= -2321 1029 16-17=1-818) 2383 15- 5= -264 722 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 17-12=)-978) 2623 15- 7= -226 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2006 1001 7-16= -226 169 TOTAL LOAD = 42.0 PSF 7- 9= -2006 1001 9.16= -264 722 I 8- 9= 0) 0 16.10=(-524) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR I LL = 25 PSF Ground Snow (Pg) 9-10= -2321 1029 10.17=( .43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED I 10.11=(-2873 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0 84 OVERHANGS: 20.0" 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 1 MAX LL DEFL = 0.171' @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074' @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-08 0-04-08 NOTE:Design assumes moisture content does �( f� not exceed 19% at time of manufacture. 16-07-11 7-08-10 16.07-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5,-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T T T TT 1' 'f T T f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), B 6.00 I7 M-4x6 M-3x4 M-4x6 Q 6.00 load duration factor=l.0 M 5X6(S) 56 7 Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.25" 0.25" ' 0 � co N M-1.5x3140r/ +, M 1.5x3 3 1 o1 CO C•3 o 1/ 14 1 T 16 17 \3 0 M-3x8 M-3x4 U.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y 1, ,1 y 1, 1, ), 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 y y 1-08 I 41-00 1-08 to P R opus_ JOB NAME : POLYGON 3-D NH - A3 Scale: 0,1587 5 iNa� WARNINGS: 1 GENERAL NOTES,unless otherwise noted: ` ��"n•n5/1 001";�- 1.Builder and erection con actor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual4 . ;✓41•PE Truss: A3 and Warnings before co,struc5or(commences.1{l� building component.Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2.2x4 compression web br ring mu6t be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � " DES. BY: EE is the responsibility of the erector{Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). .+�' DATE: 9/5/2014 the overall structure is thio respon9ibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ * C �1 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�' OREGON to S E Q. : 6051166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used In a non-corrosive environment, �. d N. design loads be applied b any component. and ere for"dry condition"of use. //., 4 j' 2P ., A. TRANS I D: 407533 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 1 4 Q` fabrication,handing,shipment and installation of components. necessary. 1��r Qj. g P Po 7.Design assumes adequate drainage Is provided. '-t„FI R f;Ly. 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 111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git indicate with joint in Ines. 9.Digitssonside size oplate to I Ines. 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 111111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR q LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR 1- 3=( 0) 84 3-14=(-1090) 2645 3.14=(--30) 188 WEBS: 2x4 KDDF STAND; 1533 2406 -30 SPACED 24.0" O.C. 3. 4= -2852) 1500 14.15=1.1004; 2070 14-14=)-524 304 2x4 DF STAND A LOADING 4- 5= -2299 1405 15.16=(-1102) 2327 14- 5= -356 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 16-12=(-1243) 2498 14- 7= -230 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -1986 1311 7-15= -250 289 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9= -1975 1285 9-15= -365 720 8- 9= 0 0 15-10=(-492 292 LL = 25 PSF Ground Snow (Pg) 9.10=)-2287) 1377 10.16=( -66) 313 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2785) 1492 16.11=( -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 8-1.504 or equal at non-structural 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF625 vertical members (uon). 40'- 9.0' -356/ 1711V 0/ OH 5.50" 2.74 KDDF ) 625) ** For hanger specs. - See approved plans Connector plate prefix designators: )GOND. 2: Design checked for net( psf) uplift at 24 "so = a na I C,CN,018,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,816 = MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. TL DEFL = 0.120' @ 40'- 3.5" 0-11-04 - NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 19-11-11 1-00-10 19-08-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. 4' T 4' 4' T 4' 4' T T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6,00 ( 3* Q 6.00 load duration factor=l.6 Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-5x6(S) 7 M-5x6(S) 0.25" 0.25" N 0V. y. O +; -F if\ co /11* A r M-1.5x3 -1.5x3 Mi M-4x6 0 v . 1 13 1 T 4 15 16 *12 /M-3x8 M-3x4 0.25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) I I I ), ,L y I y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 tPR JOB NAME: POLYGON 3-D NH - A4 Scale: 0.1594 <(•r\�� C� N�/C ss WARNINGS: GENERAL NOTES,unless otherwise noted: t f,/ f.t 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 "x' T 92®®P E c Truss: A4 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. e' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � p is the responsibility of the erector.Additional permanent bracing of continuous sheaths such as g(T ) ry ( ) ^�1A' the overall structure is the responsibility of the buildingdesigner. n9 Plcing required red w C and/or+d well BC. CC DATE: 9/5/2014 I� ty 9 3.2z Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y A.OREGON J,. SEQ. : 6051167 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, W design loads be applied to any component. and are for"dry condition"of use. 43'. �� ic TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 p..,4 fabrication,handling,shipment and installation of components. Desessary. 7.Design assumes adequate drainage is provided. ty ry y` 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 +'T!l L i IIIIII IIIA IIIIII III VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. 10. q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:l2/31/2015 EDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 2- 3= -3056 1179 9-10=(-737) 2328 9- 4=(-209 552 WEBS: 2x4 KDDF STAND; 3- 4= -2909) 1238 10-11=)-408) 1699 4 .10=(-679) 516 2x4 DF STAND A LOADING 4- 5= -2367 1159 11.12=1-706 2169 10- 5= -432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2357 1171 12- 8=1-975) 2527 5.11= -421 1034 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2852 1304 11- 6= -652 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2991)))))) 1237 6.12= -260 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 0'- 0.0" -321/ 1908V -227/ 237H 5.50' 3.05 KDDF 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICONQ 2' Design checked for net(�_______lift at 24 'ac soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5' MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-03 Design conforms to main windforce-resisting 20-06 A system and components and cladding criteria. 1' 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, T f ,(; T T T 1 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 5 4n M-5xi(S) :•0•• •• ••0°.11 . M-5x6(S) 0.25" 0.25" 44 pp 4\141:/ U o M-1.5x3 M-1.5x3 flerA \ , • Co M 4x6 0 A /' s T 12 **s o 0 2�M-3x8 M-3x4 18.25" 0.251 M-3x4 C. M-5x8(S) M-5x8(S) y 1, y y y y y y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON 3-D NH - A5 Scale: 0.1594 ',..If I 6:0, .c., WARNINGS: I GENERAL NOTES,unless otherwise noted: c!�y pC' 17 1.Builder and erection co hecto'should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .a2®40 E L- 1-- Truss: A5 and Warnings before nstructi commences. building component.Applicability of design parameters and proper f 2.2x4 compression web b dng st be installed where shown*. Incorporation of component is the responsibility of the building designer. 411"0r. 3.Additional temporary br dng to sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r 2'o.c.and at 10'o.c.respectively unless braced throughout their length bye 0"'.,w�^r-.. DES. BY: EE is the responsibility of t a erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywail(BC). CC DATE: 9/5/2014 the overall structure is 1 e responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+it f'' 4.No bad should be appll to t m component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. "ATL A OREGON�� v,7 SEQ. : 6051168 fasteners are complete nd at n(time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design leads b.:applied to any component. and are for"dry condition"of use. /% 1y TRANS I D: 407533 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full beefing et all supports shown.Shim or wedge if 1 4 ry necessary. 1 V fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. ���R 1 L.\-- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM TCA in SCSI,copies of which Will be furnished upon request. Digitsongit coincide with jointae In lines. 9. indicate size off plate o inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 84 2.10= -1559) 3939 10- 3=( -317) 970 7-15=(-254) 518 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2. 3= -4577` 1253 10.12= 14451 2849 3617 131- 4.( 781)0) 363 457 15- 8=(-242) 332 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING 4- 5= -2593 1137 12-13= -776 2356 4-12= 690) 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2238 1155 13.14= -408) 1627 5-12=() -295) 967 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2245 1139 14-15= -7082143 5.13=(-1270) 667 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2821 1303 15- 9= -974) 2528 13- 6= -449) 883 8- 9= -2992) 1236 6.14=( -385) 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -650500 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,CI8,CN18 or no prefix) CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625` M,M2OHS,M18HS,M16 = MiTek MT series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) )GOND. 2: Design checked for net(-5 osf) uplift at 24 'ac spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234' @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427" @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107" @ 40'- 3.5" 20-06 20-03 MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5" '' NOTE:Design assumes moisture content does 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 M-4X6 system and components and cladding criteria. 6.00 6.00 4,0"" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 /- 6 ,X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), liaii. load duration factor=1.6 M-5x6(S) Truss designed for wind loads in the plane of the truss only. M-3x4 14. 0.425" M-5x6(S) 5 v 0.25" 0- ibilr.,;M-1.5x3 M 4x6 u, M-3x5 co M-3x8 r- 614 aa 11 as �"1•"4 _ A � M-5x8 M-3x4 M-5x10 13 0.254 15 **s� o M-3x6+ M-3x4 0 M 2.75 + vii 5x6 M-5x8(S) 122'75 aa-2xwedge 12 y -05-08, 5-10-04 6-01-12 ,2-0 8-00-07 8-00-07 8-02-10 y y1-0812-05-08 12-00 2-00 24-03-08 y 1-081 40-09 JOB NAME : POLYGON 3-D NH - A6 x'. PRQ ss 0.1594 cJ WARNINGS: GENERAL NOTES,unless otherwise noted: C . :::::::::411111 //r a*-jy1.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 IndividualTruss: A6 and Warnings before construct on commences. building component.Applicability of design paramete s and p oper er 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,r3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be lateralty braced et DES. BY: EE 2'o.c.and et 10'o.o,respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � -DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .q� 4 � SEQ. : 6051169 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, fX design loads be applied to any component. and are for"dry condition"of use. ./ I:- Scale: TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2• ��T- fabrication,handling,shipment and Installation of components. necessary, p 6.This design is famished subject to the hmitatlons set forth by7.Designlaesassumes adequateatedondrainagefaces is ftrus,provided. '"l�L`'t'a r�}/� IIIIII I III"III I III VIII VIII VIII IIII III 9 1 8.Plates shall be located on both of truss,and placed so their center �'f r-t TPI/VJTCA in SCSI,copies of which will be famished 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 111110IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1853 3909 14- 3=(-384 963 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-4566) 2218 14-15=(-1717 3589 3.15=1.762) 437 WEBS: 2x4 KDDF STAND; 3- 4.(-3238) 1634 15.16=(-1286 2831 15- 4= 0 362 2x4 DF STAND A LOADING 4- 5= -25851496 16.17= -1035 2300 4.16= 722 339 LL( 25.0)+DL(( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2171)) 1427 17.18=((-1012 2068 5.16= -380 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 18.19=(-1105 2328 5.17= -993 465 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -1985) 1329 19-13=(-1245 2497 6.17= -404 698 8-10= -1980) 1287 17- 8=(-274 276 1 LL = 25 PSF Ground Snow (Pg) 9-10= 0 0 -18=(-202 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR I 10.11= -2291) 1379 10.18=(-365 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12= -2784) 1495 18.11= -487 293 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 12.13= -2968) 1544 11-19= -68 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19.12=) -98 231 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625 ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,MI6 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992" 19-11-11 ' 1-00-10 19-08-11 MAX TL CREEP DEFL = -0.412" @ 14'- 5.5' Allowed = 2.656" MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-048 0-1 -04( 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 ' 5-10-04 3-03-12'0-11-( '04 5-05-10 5-04-05 NOTE:Design assumes moisture content does ,f 1' ,f I,f !f •f ,f--'f .f .f .f .f not exceed 19% at time of manufacture. 16-06-08 16-03-08 Design conforms to main windforce-resisting M-3x4 T f system and components and cladding criteria. 12 I 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6.00 4 6.00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-'x5 M-4x6 load duration factor=l.6 p Truss designed for wind loads M-3x y e in the plane of the truss only. 1 4 0.25" M-5x6(S) Oct M-5x6(S)0.25" / . e or 1.5 x 3 - A 2 • M-3x5 M M-3x8 ♦ M 4x6 0 o T aa 15 aa' =��A ��e 19 *as o /o M-5x8 M-3x4 M-5x11 0.25 M-3x4 0 M-3x6+ M-3x6+ - 2'75 aa-2xwedge 2.75 5x10 M-5x8(S) 1212 J' y )' )' y 1, y y , y-05-0$ 5-10-04 6-01-12 y2400 8-05-04 7-09-02 8-01-01 y y1-08i-05-088 12-00 2'00 24-03-08 y 1-08 40-09 ,,i11/4t0 P R Ores JOB NAME: POLYGON 3-D NH - A7 Sale: 3.146D ,�• !1(N1 >o WARNINGS: GENERAL NOTES,unless otherwise noted: y' '5` /l-r1--,,:: 1.Builder and erection con rector should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual •9200 I E and Warnings before co stru or commences, building component.Applicability of design parameters and proper Truss: A7 incorporation of component is the responsibility of the building designer. 2.2x4 compression web br ring yst be Installed where shown+, aille,44°.'' 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary brti'cing t 6lsure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 400110. DES. BY: EE is the responsibility of the ere ort Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 the overall structure Is the res risibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11r' 4.No bad should be appled to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�G OREGON Ix 1.0 SEQ. : 6051 170 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i design loads be applied to any'component. 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 d 14 and are for"dry condition"of use. / - 1, rQ .. TRANS I D: 407533 ‘1.,‘ necessary.necessary. /y . {y fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. F11 . 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII III VIII VIII IIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. sgit coinciden with joint center lines. 9.Digits Indicate size ofplate 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 EMIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4W8/DDF/C =1 00 TC: 2x4 KDDF N1&BTR Q LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2. 3=( 0) 84 5-16=(-1324) 3933 13. 6= -764) 969 SPACED 24.0" O.C. 3. 4= -3262) 17307 16:;x_(-1321) 3611 -764) 392 362 WEBS: 2x4 KDDF STAND ( 935) 2852 16- 4= LOADING 4- 5= -2608 1110 17.18= 671 2321 4-17= -722 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -21925 1085 18-19=5 -588) 2094 5.17=(-300 984 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -821)) 2384 5.18= -996 522 TOTAL LOAD= 42.0 PSF 6- 8= -2005 1012 20.13= -982 2622 6.18= -337 706 8-10= -2010) 1002 18- 8=(-271 158 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10= 0 0 8.19=(-1799 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11= -2325 1031 10-19= -263 706 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2872 1155 19-11= -519 367 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -3078 1192 11-20= 45 341 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= 0 84 20-12= -164 203 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625` 41'- 0.0' -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacino I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.187" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5' Allowed = 2.004' MAX TL CREEP DEFL = -0.422" @ 14'- 5.5' Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" 5-10-04 1-09.08 3-10-05 0-04-11 5-02-02 MAX HORIZ. LL DEFL = 0.111" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5-10-04 0-0�4-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does �� not exceed 19% at time of manufacture. 16-06-08 16-06-08 Design conforms to main windforce-resisting 1 T system and components and cladding criteria. 12 M-4x6M-4x6 12 6.00 M-3x4 67 M-8x4 9 o M-5x6(S) Q 6.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 50. All Heights), Enclosed, Cat.2, Exp.6, MWFRS(D>r), M-5x6(S) load duration factor=l,6, 0.25" Truss designed for wind loads in the plane of the truss only. N 0.25" o. o + M-1.5x3 °' M-3x5 2 M 3x8 N, 4 -. v eaa 16 as i 4 -, 2 M-5x8 M-3x4 M-5x10 Is 9 20 '-'-' .4 o M-3x6+ aa-2xwedge M-3x6+ M-5x10 6.25} M-3x4 M-3x8 0 -.2.75 2.75 o M-5x8(S) 12 12 y ). )' i' i' )' y , , 2-05-0$ 5-10-04 6-01-12 ;,2 0), 8-05-04 7-09-02 8-04-01 ,, ,, ,,1-082-05-0888 12-00 2-00 24-06-08 y1-08 1-08 41-00 1-08 JOB NAME : POLYGON 3-D NH - A8 Scale: 0.1450 �Cj� `� pN ape,1.9 WARNINGS: GENERAL NOTES,unless otherwise noted: ZC/� 7 {5( 1 -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 ' T92..P E 1"" Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang 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 � . DATE: 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). i t the overall structure is the of the 3.2x Impact bridging or lateral bracing where shown++ elk 6051171 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .fy`/ OREGON� �!,, SEQ. : 6051 1 71 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Ik ^t' design loads be applied to any component. and are for"dry condition"of use. S TRANS I D: 407533 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 C 14 2 T fabrication,handing,shipment and installation of components. necessary. ,4 - �` 7.Design assumes adequate drainage Is provided. �1 'h»`i b e.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r-'i it IIIIII I III IIIII I III IIIII IIIII III III IIII TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 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 1E 1111 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 84 2-16=(-1841) 4309 16- 3=( -426) 1118 23.13=(-155) 93 2x6 KDDF N1&BTR T2, T3 i SPACED 24.0" O.C. 2- 3= -4946 2249 16.17=I-1833) 3778 3-17=I -653) 328 13 -24=) 0 148 BC: 2x6 KDDF M1&BTA 3- 4= -3556 1706 17-18= -1318) 3139 17. 4=( 28 230 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -3206 1641 18.19= -1435 3304 4-18= -339) 157 2x6 KDDF M2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2833 1501 19.20= •1466) 3423 18- 5= -504) 1104 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= 0 0 20-21= -1438 3354 18- 6= -921 505 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -3358 1775 21-22= -1576 3732 6-19= -267 756 BC LATERAL SUPPORT <= 12"OC. UON. 1 8- 9= -3721 1790 22-23= -1562 3453 19- 8= 91 114 LL = 25 PSF Ground Snow (Pg) 9-10= -3473 1776 23.24= -1256) 2707 20- 8=( -687) 363 10.12= -2556 1384 24-14=)-1253) 2708 8.21= -160 469 NOTE: 2x4 BRACING AT 24"OC UON. FORLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12= 0 0 21- 9= -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13= -2917 1504 9-22= -348 128 13.14= -3152 1490 22.10= -4 363 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14-15= 0) 84 10-23= -1147) 542 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12.23=) -330 937 8.1.504 orequal at non-structuralBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:4,6,10,13,17,21 0'- 0.0' -389/ 1912V -118/ 118H 5.50" 3.06 KDDF 625 41'- 0.0" -389/ 1912V 0/ OH 5.50` 3.06 KDDF , 625` Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271" @ 20'- 1.8' Allowed = 2.004" MAX TL CREEP DEFL = -0.472" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX IL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" j MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5° MAX HORIZ. TL DEFL = 0.143° @ 40'- 6.5" 13-03-11 14-04-10 13-03.11 NOTE:Design assumes moisture content does 1' 1' T 1' not exceed 19% at time of manufacture. 2-11 3-02 3-04 2-03-08 1-03 6-00-01 5-10-05 2-01-01 3-05-12 4-02-03 5-02-13 T ' f ' 1:1021-104 ' - 'f -( - -( - Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 mph, h=22.5ft, TCOL=4.2,BCDL=6.0 ASCE 7.10, T 7 ( ) 11 T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-7x8(S) M-4X6 laud duration factor=l.6, 12 �iiI M-,x8 0.P5" 12 Truss designed for wind loads 6.00 _ 10 2 in the plane of the truss only. .riV]!■!A k _ Q 6.00 N o M-3x5 c� M 3x10 `r'1� _�= :1111111111111116:1q11111111112 c- o 1 _ . as n 18 as i;'!!q = 5 o 2 M-6x8 M-3x8 M-7x8 2' 21 �2 23 za ..\ M-3x6+ M-3x6+ 0.25 M-3x8 M-1.5x3 M-3x8 0 M-8x6 ..2,75 aa-2xwedge 2,75 M-7x8(S) 12'1" 1, ) 1, 1, 121' 1, 1, 1, 1, i' 1, -05-081, 3-04 3-05-12 2.08-12, 2.00y 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , y y 1-08 y1-061, -05-08 9-06-08 2-00 27-00 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - AS �� INE `-/ ( Scale: 0.1571 �' '7/5/1 ' `r'3 WARNINGS: GENERAL NOTES,unless othanes°noted: 7r` 1. 1.Builder and erection cortracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ,P E 1' and Warnings before covstru oh commences. building component.Applicability of design parameters and proper Truss: A9 2.2x4 compression web b acing est be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: EE is the responsibility of the ere or.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE• 9/5/2014 the overall structure Is the res aslbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1t ��" �1 6051172 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON 4C/ SEQ.. : fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. 4Jd NIX it,, design loads be applied to any component and are for"dry condition"of use. / '7}" r,Q ^}- TRANS I D: 407533 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 necessary. /� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1"'�{ R y.�•,1,,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIM7rCA In BCSI,copies of which will be furnished upon request. lines coincidedwith joint center lines. 9.Digits ddsize of plate in inches. vv �+ 9 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) Enp)RES.121411ZO1 rJ 111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16= -2436) 8575 16- 3=( -542) 2221 23-13=(-319) 231 2x6 KDDF #1&BTR T2, T3 2- 3= -98121 2867 16-17= -2167) 7520 3-17=(-1063) 208 13-24=) 0) 223 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -7287 2329 17-18= -1995) 6479 17- 4=( 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6854 2395 18.19= -2441 7139 4.18=! 425 213 2x6 KDDF #2 A TC UNIF LL( 50.01+DL 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6= 0) 0 19.20= -2574) 7323 18- 5=l -664) 2126 TC UNIF LLI 100.0)+DLI 2B.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7= -6121 2173 20.21= -2524 7176 18- 7= -1991 882 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL 50.0)+DL 14.0)= 64.0 PLF 31'- 0.0' TO 41'- 0.0" V 7- 8= -7245 2658 21-22= -2819 7927 7.19= -577 1499 ' BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9= -7905 2972 22-23= -2601) 7385 19- 8= 0) 250 9-10= -7425 2780 23.24= -1650) 5500 20- 8= -1480) 646 IC CONC LL 416.7 +DL( 116.7 = 533.3 LBS @ 10'- 0.0" 10-12= -5523 1969 24-14=(-1646) 5503 8.21= -366 932 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416 .7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12= 0 0 21- 9= -340 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13= -6210 2162 9-22= -648 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14= -6346 1980 22.10= 39 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14-15= 0) 84 10-23.(-2381) 1051 OVERHANGS: 20.0" 20.0" 12.23=) -448` 1717 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek MT series 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF 625 JT 14: Heel to plate corner = 1.50" 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625` ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = -0.487• @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'• 6.5" 9-11-11 21-00.10 9-11-11 MAX HORIZ. TL DEFL = 0.293° @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-11 3-04 08-13,- 6-00-01 ,' 5-00-02 4-02-03 Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 4533 30# �533.30/l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 7" M18HSs5x16 M -3x8 M-7x8(S) 12 load duration factor=t.s, 0.25" M-3x8 t1 M-5x12 Q 6.00 Truss designed for wind loads 7 8 9 1g 2 in the plane of the truss only. M-3x41°'-'4/ 12,., y 13 cva + M-3x4 M-3x10 3 ZS 3 M18HS-3x18 1411411111111t.6 NNM-4x12 o 1••••••.K.4,-- .as 17 a as � � i M8HS-7x14 M-3x4 M-4x8=M-10x10 20 21M 3x4 0.25'2 M-423 x10 M-1245x3 5 o M-3x6+M18HS-7x14 a 2.75 aa-2xwedge 2.75 - M18HS-7x14(S) 12 12 ,, -05-0✓, 3-04 3-05-12 2-08-12,2-00y 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 , , y1-082-05-08 9-06-08 2-00 27-00 )-08), 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A10 ,oc, paQ,�,�` Scale: 0.1498 Gj• )N � / WARNINGS: GENERAL NOTES,unless otherwise noted �✓�� . -7/5//r �-y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' .92$0 P E 1.- Truss: A 10 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. .' j/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.r ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,�^ ` � 400441009. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I C SSEQ. : CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7� OREGON I, E Q. : 6051173 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! TRANS ID: 407533 design loads be applied to any component. 6.and n assumesfor "dry condition" fulldbearin`use.supports '� �y Ole �>M 5.CompuTrus has no control over and assumes no responsibility for theg9 shown.Shim or wedge if O n� 14 P.. v. nfabrication,handing,shipment and Installation of components. Desessary. `i/ 'Fon { �y, 7.Design assumes adequate drainage Is provided. �y t� ` 4 Sf 6.This design Is furnished subject to the Bmitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center �'1 J't L I VIII VIII VIII VIII IIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1. 2=(-7762))) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6-13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1.7440) 1918 9-10=I.1272) 5122 2-10= -388) 1478 13- 7=(-390) 1474 BC: 2x6 KDDF #1&BTR 3- 4= -5874} 1532 10.11= -2262 8812 10- 3= -944) 3896 7.14= 62 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -9094 2392 11-12= -2296 8954 10- 4= -3922 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6. -5874 1534 12-13= -2296 8954 4.11= -506 2412 TC U4IF LL 50.0 +DL -14.0 = 64.0 PLF H' 0.0" TO 3'- 6.0" V 6- 7= -7438 1918 13-14= -1272 5122 11. 5= -42 188 TC LATERAL SUPPORT <= 12"OC, UON. TC U4FF LL( 68.8)+DL( 19.2 )= 88. 0 PLF 3'- 6.0' TO 11'- 6.0" V 7- 8= -7762 1944 14- 8= -1274 5136 12- 5= -472 2314 BC LATERAL SUPPORT <= 12"OC, UON. TC U4IF LL( 50.0)+DL( 14.0)= 64.0 PLF 11'- 6.0" TO 15'- 0.0' V 5-13= -4024) 1092 UV BC F LL( 0.0)+DL 27.5). 27.5 PLF 0'- 0.0" TO 15'- 0.0' V BC UgrF LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES I ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL 72.9)+DL 20.4). 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50' 11.17 KDDF ( 625 TC CONC LL( 72.9 )+DL( 20.4) = 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF 625 Connector plate prefix designators: LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Deign checked for net(�5 o f)snlift at 24 "ac s acn ing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc IREQUIPEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTT)M CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" ( 2 ) complete trusses required. AND 3QTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11.7' Allowed = 0.939" Jain together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.025" 8 14'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 roll throughout 2x6 top chords, 5" oc in 2 row s throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9" oc in 1 row s throughout 2x4 webs. not exceed 19% at time of manufacture. 3-05-11 8-00-10 3-05-11 Design conforms to main windfarce-resisting T ' T 1' system and components and cladding criteria. 1-10-08 1-07-03 -04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mphh=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 12 :93, 0# 93.30# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 12 load duration factor=1.6, 10,00Q 10,00 Truss designed for wind loads V M-4x8 M-4x8 in the plane of the truss only. /- 1 M-3x6 M-3x10 5 i T2 __ _ Q 111P - - M-3x5 M-3x5 m j 0 M M-5x10 M-5x10 Ch / \ /. "' A / I,I / l /I t A \ . �^ �� / v1- I v1- - ' �� �o C)/- 1� 9 10 I 11 Ti 13 14 --8 o M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 y - - y y ), y1-04-03 y 1-08-12 y 1-08-12 1 04 03 3-01-02 2-09-10 2-11-06 y 15-00 WEDGE REQUIRED AT HEEL(S). y P JOB NAME: POLYGON 3-D NH - B1 Scale: D.3915 .5� (N, `9% WARNINGS: y I GENERAL NOTES,unless otherwise noted: �" r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual CC' C°-}92...e0 OPE f'" Truss: 61 and Warnings before canstru an commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 7 3.Additional temporary bracing t Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #„ DES. BY: EE s the responsibility of the ere of.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and or drywali(BC). ,,,,NO/f4.•i. DATE: 9/5/2014 the overall structure is the res sibility of the building designer. 3.2x Impact bridging or Lateral bracing required where shown++ M CC C�1 6051175 4.No bad should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 'Q, S E Q. : fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,r;. ei A design bads be applied to any component. and are for"dry condition"of use. �O '7}, 2.`-' F h^,1- TRANS I D: 407533 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 1 4 �` necessary. p y fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. A R�.L� 6.This design is fumishgd subject to the Agitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII I III VIII VIII IIII IIII IIIITPI/VYfCA in BCSI,copies of which will be famished upon request. lines coincide with jointae In fines. 9.Digitsindicate size ofplaten Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(MiTek) EXPIRES:12/31/20 1.5 iIIII At This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 72 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-68` 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625` 1'- 10.9' -61/ 60V 0/ OH 1.50" 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0' 0/ 30V 0/ OH 5.50' 0.05 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10 PSF 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" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" f f MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6' Allowed = 0.129' MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0' Allowed = 0.172" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11,8' Allowed = 0.172' 12 10.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ir' (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), I' load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 ,. o O N O N N/- VPliAllillillillM O O� 1� 1111, 1 4 M-3x4 y y y 1-00 3-06 [PROVIDE FULL BEARING:Jts:2.3,41 JOB NAME : POLYGON 3-D NH BJ1 . �, o �N�x E. i Scale: 0.6793 ` t, d WARNINGS: GENERAL NOTES,unless otherwise noted: I,. f]i) /A7 �"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",i P 1'"' Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 .���,v� 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. T 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 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �y.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ if "-r,. 6051176 C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ? OREGON 1.0 SEQ. : 6051 1 76 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. t�� N. .4\ design bads be appled to any component. and are for"dry condition"of use. j �T p TRANS I D: 407533 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 �v., fabrication,handling,shipment and installation of components. necessary. /I� 7.Design assumes adequate drainage is provided. SER R y�k„ 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 TPI/WTCA In I,copies of ch will be fuished upon de with j nt l VIII I III VIII VIII VIII VIII 111111111 M Tok SA,Inc./CompuTrus ISoftW a 7.6.6(1 L)-E request 10.For basic lines co nectoroiplate design values see ESR-1311,ESR-1988(MITek) center Ines. 9.Digits Indicate size of late In inches. EXP I RES:12/3112015 111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" 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=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-110) 68 3-4=( 34) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" 1 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 asfl uplift at 24 "oc soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 tp AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUPIENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10.00 V MAX LL DEFL = -0.000' @ 3'- 11.7' Allowed = 0.047' MAX TL CREEP DEFL = -0.000" 8 3'- 11.7" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.021' @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" 1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" ' MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. on Design conforms to main windforce-resisting system and components and cladding criteria. co o Wind: 140 mpht h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, 0 Truss designed for wind loads v in the plane of the truss only. M sr 1- --->-<ij/O M=3x4 s- y k J' J' 1-00 3-06 0-05-11 JPROIIDE FULL BEARING;Jts:2,5,3I JOB NAME : POLYGON 3-D NH - BJ 2Scale: 0.6557 .,,p ���cl j(J�j(N1Et/ s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: L4 r "fl. 1.Builder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . fi n rr r a2••P E c Truss: 6J2 and Warnings before construction commences. building component.Applicability of design parameters and proper iv^ r 2.2x4 compression web bredng met be installed where shown+. Incorporation of component is the responsibility of the building designer. r�'/r, 3.Additional temporary braking to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length bydropp Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as pywooding(TC)and/or drywa8(BC). .,.."1,7,77 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ OCC SEQ. 4.No load should be applied to ar y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON ,e, S E Q. : 6051177 fasteners are complete and at Co time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L.. 'V \ r(," design loads be applied to any Component. and are for"dry condition"of use. j- Q .4 - TRANS I D: 407533 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 2• �1:`C necessary. � PP"" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4f �kA, 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 TRWTCA in I,copies of which will be fumished lines de with int center Ones. IIIIII I II VIII I III VIII VIII IIII IIII IIII M Te USA,lnCJCompuT m Software 7 6 6(1 L En request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(Wel()9.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 111 11 III11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 Q BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=j 224) 18 2.5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( 64) 38 BC LATERAL SUPPORT c= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50" 0.49 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net( psf) uplift at 24 "oc c aR cinng AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. 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 = 0.007" @ 1'- 8.7" Allowed = 0.264" ° MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" 12 10.00 2 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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. cn Wind: 140 mph; h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t ')v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=1.6, 0 o Truss designed for wind loads N U, in the plane of the truss only. O to CO RalAIMIIMMINIMIIO o� ► 5► M-3x4 y y y y 1-00 3-06 2-05-11 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON 3-D NH - BJ3 „i,„ ,,C) �RQF�V < IN Scale: 0.5261 ' .0‘ ,* '0.0 / WARNINGS: GENERAL NOTES,unless otherwise noted: 44.r� 1/,//7'/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 CC' :92 e,P E 1"'" Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'c.c,and at 10'o.c.respectively unless braced throughout their length by �yrm�� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or d + the overall structure is the responsibility of the buildingdesigner. 9lT ) rywell(BC). �, rr, �' DATE: 9/5/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ 1111► C 6051178 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 1.. S E Q° : 605 1 1 78 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1> ,, TRANS I D: 407533 design loads be applied to any component. g,Desand i n assumre for es fuildbearin of all supportsQ� 5.CompuTrus hes no control over end assumes no responsibility for the 9 9 shown.Shim or wedge if , 1[t ty fabrication,handling,shipment and installation of components. Decessary. g. l {�,f- 7.Design assumes adequate drainage is provided. P7 fy fiI t1.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'i IIIIIII I III VIII I III VIII VIII VIII III(IIITPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joinptt 19.0.FFcenter lines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E orbaiisio onnectorofcate size In 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'- 4.2" IBC 2012 MAX MEMBER FORCE72 4WR/DO2-5=0S/ Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 0) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3= -296) 258 3-4= 94) 67 TC LATERAL SUPPORT <= 12"0C. UON. LOADING - BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0,8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -197/ 290V 0/ OH 1.50" 0.37 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2' -72/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND 2 Design checked for nett psfl ptift at 24 "mc s acp ing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -V MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.102" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.006" I) MAX TL CREEP DEFL = 0.000° @ 0'- 0.0" Allowed = 0.008" MAX TC PANEL LL DEFL = 0.006" @ 1'- 11.4" Allowed = 0.264' MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172' 12 MAX HORIZ. LL DEFL = -0.003" @ 7'- 3.4" MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" 10,00 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=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(D.tr), i o load duration factor=l.6, Truss designed for wind loads o ) m in the plane of the truss only. co 77- J c 5O� 5.=O ,A-I M-3x4 1-00 3-06 3-10-15 11 (PROVIDE FULL BEARING:Jts:2,5,3,41 Scale: 0.4597 `�� {� D IRN F 61, JOB NAME: POLYGON 3-D NH - BJ4 X451 ` i5/ir -1- WARNINGS: GENERAL NOTES,unless otherwise noted: cr-- 1.Builder and erection contracto'should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'F 92.*PG Truss: BJ4 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 iysure stability during construction 2.Design andassames the top and bottom uncless s o d throughout laterally braced atby DES. BY: EE is the responsibility of the erector-.Additionalpermanent bracing of c2ntin at ea hino.crespectively unless braced their length). p or. 9 continuous sheathing such as pywood sheathing(TC)and/or drywell(BC). °-4 4„, DATE: 9/5/2014 the overall structure Is t ie respo sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /`" SEQ. 6051179 4.No load should be applied to ant component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y �,OREGON � �+y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� 2 design loads be applied to ani component. and are for"dry condition"of use. /(, "3" 1 4 TRANS I D: 407533 5.CompuTms 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,shi merit and installation of components. necessary. [+. p 7.Design assumes adequate drainage is provided. 44 f RIO- 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center I/WTCA in BCSI,copies of es coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTPe USA,lac./CompUTfus(Software 7 6 6(1 L)E request. 10.IDigits gib indicate iccon connector plsize of alate In Inches. te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-29) 50 6-5=( 0) 14 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3.(-119) 0 6-7=( 0) 0 5-3= 0 52 WEBS: 2x4 KDDF STAND 3-4=( -24) 30 5.8=(-42) 69 3-8=(-71) 43 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 302V -28/ 92H 5.50' 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gaff uplift at 24 "oc soacing.l 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 1'- 4.4" Allowed = 0.091" MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000" @ 5'- 3.8" Allowed = 0.157" MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0" Allowed = 0.211' 2-04-13 f T MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4X6 01 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (� o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o �� ,- in the plane of the truss only. cd M-3x4 ArmrIIIIIMIIIIImwm...-_ o L I rMI4 o M 3x4 M-3x4 > y ,I- 1-03-12 4-08-04 1-00 1-05-08 4-06-08 2-05-081-00 3-06-08 1, y 6-00 'PROVIDE FULL BEARING:Jts:2,4,8) g PRoFe. JOB NAME: POLYGON 3-D NH - CJ2 Scale: G.4656 ��`` _i'7/5//r(��,N yQ`s6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓� V �I17 ' "'Tru �+ �] 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '• .92 0 0 P E 1-- Truss: ss: CJ 2 and Warnings before construction ommences, 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 tap and bottom chords to be lateralty braced at ,+/' DES. BY: EE2'sc.and at 10'sc.such asway unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch plywood sheathing(TC)C and/or d r� the overall structure is the responsibility of the buildingdesigner. 9(T s ryweil(BC). ,.++"s' l = 4C' DATE: 9/5/2014 Po ty 9 3.2z Impact bridging or lateral bracing required where shown++ 4SEQ. : 6051181 .No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "3' OREGON 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, TRANS I D: 407533 L/ -.11, d \>k design loads be applied to any component. and are for"dry condition"of use. /�, '7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 G- OK fabrication,handling,shipment and installation of components. Desessary. S 6,This design is furnished subject to the lnntations set forth by7.Design assumes adequate drainage is(trussed. 'P R I L 1111110111111111111 I'Ill 91 8.Plates shall be located on both faces of truss,and placed so their center !l TPIM/TCA in BCS',copies of which will be famished upon request lines coincide with Joinppt center lines. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E9. in inches. 10.Digits rrbaisiconnecor Indicate ofplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.6=(-53) 90 6.5=( 0 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-172) 21 5-7=(-70) 116 5-3= 0 51 WEBS: 2x4 KDDF STAND 3.4=( 25) 34 3-7.(-128 78 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -40/ 344V -41/ 123H 5.50" 0.55 KDDF 625 LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 0/ OH 1.50" 0.11 KDDF 625 Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. , COND. 2: Design checked for net(-5 osfl uplift at 24 "oc snacing.l 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 = -0.002" @ •1'- 0.0" Allowed = 0.100" 3-07-04 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TLMAXELL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.097" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186' A- 10.00 V -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" MAX HORIZ, TL DEFL = 0.005" @ 5'- 7,5" NOTE:Design assumes moisture content does M-4x6 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O N load duration factor=1.6 Truss designed for wind Loads cmin the plane of the truss only. 0 v 5 p 'I o• II o M-1.5x3 cV 4 NP-3x4 o M-3x4 M-3x4 A- 1. ), y 2-03.12 3-08-04 y y y 1, 1-00 12-05-08 3-06-08 y (PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : POLYGON 3-D NH - CJ3 �`��'��G wE �'s, Scale: 0.5755 �`�J '7I5/1 Q1- t WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ t(]�rr�� 1.Builder and erection con�rador s ould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .92.S P E r end Warnings before co shuctior$commences. building component.Applicability of design parameters and proper /� Truss: CJ 3 incorporation of component Is the responsibility of the building designer. /! 2.2x4 compression web br ring mint be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bra ng to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,pr", ` DES. BY: EE is theresponsibility of th erector Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ll BC. acgth rywa( ) + DATE: 9/5/2014 the overall structure is t responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ i/ 4.No load should be apps to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -s OREGON ((f SEQ. : 6051182 fasteners are complete d at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L. �j Nb, Ac A C r� design bads be applied to any component and are for"dry condition"of use. //t 'i� r Q t�". TRANS I D: 407533 5.CompuTrus has no control ovet and assumes no responsibility for the e.Design assumes full bearing at at supports shown.Shim or wedge If d 1[} ��1 fabrication,handing,shipment and Installation of components. Designeas / . t g P Po 7. laesassumes adequatedon both faces of buss,and placed so their center IIIIII VIII VIII VIII(IIII VIII II II IIII IIII TPINVECA in BCS(,copies of whkh will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. M(Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP(RES:12/31/2015 IOIIIIIIIIIII 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 KDOF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0 72 2-6=( -95) 130 6.5=( 0) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.C. 2-3=(-215) 36 5.7=(-123) 167 5.3= 0) 51 WEBS: 2x4 KDDF STAND 3.4= 59 46 3-7.(-185) 137 TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 154H 5.50" 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 8.9' -84/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) CompuTrus, Inc 6'- 0.0" -2/ 116V 0/ OH 5,50" 0.19 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = Com LIITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 4-09-10 MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" .' MAX TL CREEP DEFL = -0.007" @ 2'- 3.8' Allowed = 0.281' MAX TLMCREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.049" 12 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" 10.00V (I) MAX HORIZ. TL DEFL 0.007" @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting M-4X6 system and components and cladding criteria. o Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t ,- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), °' 4, load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. to ✓ Al....A.-.- . . -/ o� ���® M-3x4 o M-1.5x3'/j o 6 0 M-3x4 M-3x4 /- 1, ), y 2-03-12 3-08-04 y y 1, y 1-00 ,, 2-05-08 3-06-08 y 'PROVIDE FULL BEARING:Jts:2.4.71 6-00 v,kJOB NAME: POLYGON 3-D NH - CJ4 Scale: 0.5138 �`�K« 0 N `�si� , WARNINGS: GENERAL NOTES,unless otherwise noted: <;� 5//P I.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual 4' !92s•PE C'" Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY' E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,such asivey unless braced throughout their length by DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywall(BC). 9 3.2x Impact bridging or lateral bredng where shown++ A 4:, SEQ. : 60511834.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifty of the respective contractor. OREGON non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, <t/ design bads be applied to any component. end ere for"dry condition"of use. 8L� ,� �� TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if i 4 2, Q:- fabncatlon,handling,shipment and installation of components. necessary. �y 8.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. � RPM. t SJ 1111111 VIII VIII I III VIII VIII VIII 011 1111 8 Plates shall be located on both faces of truss,and placed so their center 4- TPINVTCA in BCS',copies of which will be famished upon request. lines coincide with joinppt center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.Digits9. rrbasicicate size connectorof plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. ( 2 ) 55 5.7=(-195) 225 3 3=( 2500) 51 2-3= WEBS: 2x4 KDDF STAND ( -88) 66 ) 2 17 LOADING TC LATERAL SUPPORT <= 12"0C. UON. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" i LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc IOITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series 'EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )COND. 2: Design checked for net(-5 osf) uplift at 24 'on spacing.) :OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 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 LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339° -11-11 MAX HORIZ, LL DEFL = -0.010" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5' s- -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. j( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 Wind: 140 mph, h=21.7ft, 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 o in the plane of the truss only, ,- M-4x6 , o o 4i1 to v)vM-e C4 o M-1.5x3 . ►�s CM 6 p M-3x4 M-34 A- 2-03-12 3-08-04 )PROVIDE FULL BEARING:Jts:2,7,41 y )' y J' 1-00 , 2-05-08 3-06-08 y 6.00 01.`"Q PR�FE'S JOB NAME : POLYGON 3-D NH - C1�5 Scale: 0.420, ``�� 1"' WARNINGS: GENERAL NOTES,unless otherwise noted: rrr�/5 p 1.Builder and erection contract• ould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4. . ®f E r- and Warnings before contra• 'n commences. building component.Applicability of design parameters and proper T r u s S: CJ 5 2.2x4 compression web bradng t be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing • sure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at � w po rY n8 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , , ✓0AIO�'-'.. DES. BY: EE Is the responsibility of the ere .Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'" DATE: 9/5/2014 the overall structure is rite res• sibitty of the building designer. 3.20 Impact bridging or lateral bredng required where shown+. 10 CC ` OREGON� a r 4.No load should be appked to of component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f� SEQ. : 6051184 fasteners are complete land n0 time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �y design loads be appNed to an component and are for"dry condition"of use. /h 4� ' G•� TRANS I D: 407533 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V � necessary. 4fe t't`�`'"{V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r'1 1-t 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 IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. 9.lines oinciate with sizeofoint plate in Ines.. 10. MiTek USA,InC./Co npuTrus Software+7,6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-19811(MiTek) EXPIRES: 12131/2015 11111011 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 173 7-6=) 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2.3=(-2571 55 6.8=(-150) 223 6.3= 0 51 WEBS: 2x4 KDDF STAND 3-4=(-177 84 3.8=(-248) 167 LOADING 4.5=( -85 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 14.1" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -34/ 384V -74/ 233H 5.50" 0.61 KDDF ( 625) oetr (or no prefix) = orspuTrus, Inc 5'- 7.5" -15/ 140V 0/ OH 5,50" 0.22 KDDF 625 C,CN,C18,CN18, (or n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �QDND. 2: Design checked for net( pat) uplift at 24 "oc ap cing I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.006" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1" Allowed = 0.117" 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157" 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V i( system and components and cladding criteria. Wind: 140 mph? h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (75 load duration factor=1.6, Truss designed for wind loads Lr) in the plane of the truss only. 0 cq M-4x6 `° 0 4` r AINERE 'A- 8 o� K�71�se o M-1"5x3 0 M-3x4 " MZ3x4 0 M-3x4 A-- > r ,i- 2-03-12 3-08-04 ,1 ) j. r 1-00�, 2-05-08 4-08-09 ,, , 6-00 1-02-01 'PROVIDE FULL BEARING:Jts:2,8,41 JOB NAME : POLYGON 3-D NH - CJ6 ��t� PRO ,o Scale: 0.3552 .? 0-,G 7 Nati /� WARNINGS: GENERAL NOTES,unless otherwise noted: �{,f51` / i 5/ tt�-- -�"! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Q' .92 e O P E 1" Truss: CJ6 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 bradng to insure stabidiry during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is •the of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility permanent bracing of continuous sheaths such as DATE: 9/5/2014 responsibility g designer. Pbridgingng PN g req ueed where s and/or drywall(BC). - the overall structure is the res nslblll of the building 3.2x Impact or lateral bracing required where shown++ SEQ. : �1 4.No load should be eppled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '-p O OREGON TRANS I D: 407533 (4 SEW. : 6051 185 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -7 lk 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 8.Design assumes full bearing at all supports shown.Shim or wedge if ' 1 4 ��� fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth7.Designlatesassumesadequatebothdrhiface i of trussed. RL]��ly 1111110111111111111 V9by 8.Plates shall be located on faces truss,and placed so their center R TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with jointpcenter Ones. 9.Digits Indicate size of tele in inches. des design values see ESR-1311,ESR-1988(MiTek) MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector I EXPIRES:12/31/2015 1E1111III) 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-102) 168 7.6=( 0) 18 BC: 2x4 KDDF R SPACED 24.0' O.C. )41 6 -8=(-132) 215 3.8=(-239) 51 WEBS: 2x4 KDDF STAND3.4=(-2971147 LOADING 4-5=(-173) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 28.5" I ' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 1 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,C 18 (or no prefix) =CompuTrus, Inc 1i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -318/ 497V 0/ OH 1.50° 0.64 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 ICOND. 2: Design checked for net(-5 Rsf) uplift at 24 "oc s acn ing�l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ 8'- 4.5" Allowed = 0.237' MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL LL DEFL = 0.030" @ 4'- 8.0" Allowed = 0.283" 8-04-00 MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.D" Allowed = 0.425" MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5" 5 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19`1: at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 10.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 001° ; Tras ddesigne fforowind6, Tro inuthess dplaneed offor thewtrusaoads only. 0 CV G 0 co M-4x6 11111111.111. M lMEMatiNIMIIIIM m, J 8 o 0 M-3x4 ), ), y 2-03-12 3-08-04 ,- ), ), ), 1-00 1, 2-05-08 5-11 1 y 6-00 2-04-08 (PROVIDE FULL BEARING;Jts:2,8.4J ,,,:c:9' 6'6::(1,PRO/ 6:: JOB NAME: POLYGON 3-D NH - CJ7 Scale: 0.3175 �c - �`jp, /(N6 sio WARNINGS: GENERAL NOTES,unless otherwise noted: AK1 C �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >9210•PE r and Warnings before constructiod commences. building component.Applicability of design parameters and proper Truss: CJ 7 Incorporation of component is the responsibility of the building designer. 2.204 compression web brdng mujit be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary braking to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 46011"..' DES. BY: EE is the responsibility oftnerected Additional permanent bracing of continuous sheathing such as plywood sheathing(c)and/or drywell(BC). . DATE: 9/5/2014 the overall structure is th4p responhibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 'C SEQ No bad should be appiep to any bomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON 40 S EQ. : 6051 186 fasteners are complete and at r o time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, "4, 'ij \b` A. design loads be applied to any component. and are for"dry condition'of use. / -T� r 0 4 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 necessary. 0"` 4- fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. ` n 1♦1-k 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 11111111111111111110111111111111111111 TPINVTCA in BCS(,copies of which will be furnished upon request. git coincide with joint ate in Inches.9.Digits indicate size of plate in Inches. J MiTek USA,IAC./CorllpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(-68) 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625) 1'- 1.7' -64/ 126V 0/ OH 1.50" 0.20 KDDF ( 625 Connector plate prefix designators: C,CN,CIB,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF 625 ( p , Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design h k d for n tJpsf)�nlift at 24 "oc spaci�n lI BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0 Allowed = 0.133" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.001" @ 0'- 8.9" Allowed = 0.063" MAX TC PANEL TL DEFL = -0.001° @ 0'- 8.9" Allowed = 0.094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254° 1-02-07 MAX BC PANEL TL DEFL = -0,019" @ 3'- 3.8° Allowed = 0.339' MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" 12 MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.7" 10.00 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load/- 3 Trussduration designedffor owind6loads in the plane of the truss only. co V O O O t7/- N O N O O•� M-3x4 y 1.00 y (PROVIDE FULL BEARING;Jts:2,3,4( 6-00 y JOB NAME: POLYGON 3-D NH - J1 Scale: 0.6702 <0'�``'1!5/11' � IN qh„fi`sib WARNINGS: GENERAL NOTES,unless otherwise noted: ,,:;1 51! 1 „ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' .92**PE 1-^' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ ilealeP 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 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). ,,. r, DATE: 9/5/2014 Po ty 9 9 3.2x Impact bridging or lateral bracing required where shown++ 6051187 o 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 t � SEQ. : 605 1 1 87 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, "�. tt,, SCI design loads be applied to any component. and are for"dry condition"of use. + `t�. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ©A_ ' (4 24 ¢"f" fabrication,handling,shipment and Installation of components. necessary. 47 1 0 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequate onne drainageciso truss,and b t` 1. 11111111111111111111111111111111111111 6 Plates shall be located both faces of truss, placed so their center 4 TPINVTCA 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 IIIIIIIIIIIii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER R FORCES WR/DDDF/COq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 ( 72) BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-61) 58 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 BOG 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' -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) 2'- 4.1" -125/ 112V 0/ OH 1.50' 0.18 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net( psfl olfft at 24 "cc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 = -0.004" @ 1'- 5.7' Allowed = 0.168" 2-04-13 MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252" f f MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" 10.00 V MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph{ h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 co Truss designed for wind loads • in the plane of the truss only. v on o O N N O I M M c 1 O - x4 M-3x4 y 1-00 y y IPROYIbE FULL BFARING;Jts:2,3 41 6-00 -D NH - J2 i �'��`��� PRpfiF�s, JOB NAME : POLYGON 3 Scale: 0.6505 X5/1 ' /c,' WARNINGS: GENERAL NOTES,unless otherwise noted: !�rrr��� cc rl 1.Builder and erection contract should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .9 0 P E Aie, Truss: J2 and Warnings before ccnstru do commences. building component.Applicability of design parameters and proper 2.2x4 compression web b-wdng st be Installed where shown+. incorporation of component is the respossibility of the building designer. 3.Additional temporary Mecing (name stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the ere Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty qr. P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the res sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. . 6051188 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -?G A BOREGON�b �4" fasteners are complete end a n0 time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -T 4Q T design bads be applied to an component. and are for"dry condition"of use. ,h TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �✓ 4 fabrication,handing,shipment and installation of components. Design as. g p 7.Design assumes adequate drainage Is provided. ,Fi Ft i t,,.\- 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 1111111111111111111 TPINVICA In BCSI,copies ofwhich will be furnished upon request. Digit coincidenictwith joint acenter nche. 9.Dress ndsize of plate In Inches. n 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 V) I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O,C. 2-3=(-63)) 7P P-4=(0) 0 76 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625) prefix designators: 3'- 6.5° -126/ 129V 0/ OH 1.50" 0.21 KDDF 625) Connector plate C,CN,C18,CN18 (orr no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 56V 0/ OH 5.50" 0.09 KDDF ' 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) tptift at 24 "gc s ap ring I BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.097" 3.07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" i' / MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0" Allowed = 0.273" .MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4° Allowed = 0.339° 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.5" '- 10.00 V -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. fr Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads Cl. in the plane of the truss only. o_ o N C.) O 7 O) rf- agrjIIIMIIIIIIMIIIMIIIIIIIIIIIII O CD ► ► 4� -/ M-3x4 A- y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME: POLYGON 3-D NH - J3 Scale: 0.6005 ,�,t � �rN/ ' s, WARNINGS: GENERAL NOTES,unless otherwise noted: ``') i ,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 CC' .92 s•PE tel'"" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Aflei< gar is the responsibility of the erector.Additional permanent bracing of 4.01+^^ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,r"'�rl, DAT E: 9/5/2014 Po h 9 3.2x Impact bridging or lateral bracing required where shown++ C 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "7, OREGON �4/ SEQ. : 6051189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, tt *. design loads be appNed to any component and are for"dry condition"of use. �i TRANS I D: 407533 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 -7 j 4 �•Q t�4 fabrication,handing,shipment and installation of components. nesign as. h`�' f'. 6.This design is famished to the Nmitations set forth by7.Design assumes adequate drainage Is provided. rl b I IIIIII VIII VIII VIII VIII I III VIII IIII IIII 9 subject 8 Plates shell be located on both faces of truss,and placed so their center NV TPITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./COfnpUTrus 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0" 0.C. 2.3=(-109) 96 TC LATERAL SUPPORT <= 12"OC. UON. I LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(-s p ) uplift at 24 "Sc s acn ing�l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10 MAX TL CREEP DEFL = 0.000° @ 0'- 0.0" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" ,<-- MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" 10.007 ►) 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), es load duration factor=1.6, Truss designed for wind loads srin the plane of the truss only. O N O co •-•i- O/- -/ O ►� ��4 1 M-3x4 1-00 (PROVIDE FULL B�ARIN Jts:2.3.4 6-00 PROp N H - J 4 �` DN �si JOB NAME: POLYGON 3-D sale: 0.5446 "•" ' 15/I d WARNINGS: I GENERAL NOTES,unless otherwise noted: 4✓ "}t 1.Builder and erection connactorspould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u- -'9 SPE C and Warnings before co studio commences. building component.Applicability of design parameters and proper Truss: J 4 incorporation of component is the responsibility of the building des finer. j 2.2z4 compression web br8dng most be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 4011" ' 3.Additional temporary bracing to Insure stability during construction 2 o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility at the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d ll(BC. DATE 9/5/2014 gR s rwa ) the overall structure is the responsibility of the building designer. 3.at Impact bridging or lateral bradng required where shown++ M 4.No load should be applied to a,y.component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "37 OREGON <C/ SEQ. : 6051 190 fasteners are complete and at notime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L., £j A„ design beds be applied to any component. and are for"dry condition"of use. .f -7.}" 2P- '•}- TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all suppods shown.Shim or wedge If Q 4 !� fabrication,handing,shipment and Installation of components. necessary. /�j'r V g P Po 7.Design assumes adequate both faces drainage is provided. -'S;R R IL, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both fcof truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I'll)(III(IIITPIM7rCA in BCS(,copies of which will be furnished upon request. Digits9. git cndicat with Joint centerte in inches. 10.For basic lines.USA,IOC./COmpuTfus Software 7.6.6(1 L)-Ei connector oplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 igIIII I0I 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 A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF Ii18BTR SPACED 24.0" O.C. 2-3=(-138) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50' 0.65 KDDF ( 625` 5'- 9.2" 0/ 77V 0/ OH 5.50' 0.12 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -106/ 169V 0/ OH 1.50' 0.27 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 CORD. 2: Design checked for net( pcf) uplift at 24 "ac spacin6 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10 PSF 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" 7- -/ MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 ') MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 10,00 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. O O NLo O (o M .4- a -V 0 2� 4' M-3x4 7- ; 7 y 1-00 6-00 (PROVIDE FOIL BEARIN;Jts:2,4.3I 9JOB NAME: POLYGON 3-D NH - J5 Scale: 0.5235 r��,��j� �1��(�/NEyp�,`�6f WARNINGS: GENERAL NOTES,unless otherwise noted: kdv / I✓I t Irr f-SY 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 ' `-^92 0 0 P E 1'r Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper ��r^ 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. .�^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE s the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p h permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ' '.= " 4. DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1. MI LC 4.No bad should be applied to any component until after all bracing and 4.InstaIiation of buss Is the responsibility of the respective contractor. ',2... ,L O EGO � ki SEQ. : 6051191 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7 tK 1160.. design loads be applied to any component. and are for"dry condition"of use. ,/ TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2.°�� fabrication,handing,shipment and Installation of components. necessary. provided.is RAIL f 6.This design is furnished subject to the imitations set forth by 8.Designlateshall be located on both faces of trss,and placed so their center rT r1 ti- IIIIII I I VIII VIII VIII I III VIII I II(IIITPI WICA In BCS(,copies of which will be furnished upon request. lines coincide with joint center noes. 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 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-218) 193 3.4=(-113) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. I 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) 0'- 0.0" -24/ 377V -80/ 217H 5.50' 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50" 0.50 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -101/ 55V 0/ OH 1.50" 0.09 KDDF ) 625) ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2 Design checked for net(-5 psf) uplift at 24 "ac spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -V 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 = 0.075" @ 2'- 9.2' Allowed = 0.481' j j MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 10.00 V r. 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6 Truss designed for wind loads 0 o in the plane of the truss only. N CD O C., T, Ni- 5►_� 0 A A- 1-00 6-00 1-02-07 (PROVIDE FULL BEARING;Jts:2.5.3.41 � � OPRQ1 , JOB NAME : POLYGON 3-D NH - J6'I Scale: 0.4676 5/1 ' (3:1' (NE WARNINGS: GENERAL NOTES,unless otherwise noted: X C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4• 7920 S P E 1'" Truss: J6 and Warnings before corstructlor(commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing nukt be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bra;Ing 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 by400,11* DES. BY: EE is the responsibility of lhd erectr1 Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 9/5/2014 the overall structure is th resporxdbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 (r' 6051192 4.No load should be applie�to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ((f SEQ. : fasteners are complete and at r o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y Va� N� A d �7 C oo rp� design loads be applied to any component. end are for"dry condition"of use. -4, -T' n0 .. TRANS I D: 4O/533 5.CompuTrus has no control over,and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �`? necessary. [+. 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t;R R 14,b 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center lin s de with 11111111111111111111111 VM Te USA,InC./CompuT us Software 7.6.6(1 L)E TPINVTCA In BCSI,copies of whtch will be furnished upon request. 10.For basic connectoro int center Pnes. 9.Digitsplate design values see ESR-1311,ESR-1988(MiTek) indicate size of late in inches. EXPIRES:12/31/2015 ifiiiThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DOF/CQ=1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=I.267) 238 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=i 90) 38 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 plate prefix designators: 0'- 0.0' -24/ 378V -93/ 250H 5.50" 0.61 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5.50" 0.11 KDDF 625 = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8" -15/ 23V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" A -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ') MAX TC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.105' @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting 0system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6 r Truss designed for wind loads C7) vin the plane of the truss only. O (NI n co M VNIAMIIIIMIllilliMIIMII O.•-• 0 54.---m-.--.. M-3x4 , ), -, ), 1-00 6-00 2-04-13 (PROVIDE FULL BEARING:Jts:245,3.4I >o PRpr , JOB NAME: POLYGON 3-D NH - J7 ��� �N� o's/ Scale: 0.4230 SCJ , ,r 1p C,,s_ WARNINGS: GENERAL NOTES,unless otherwise noted: <{,/ ++f '+e', 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' ;92 0 0 P E 1-" Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component Is the responslbility 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 et 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 .110.401". DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). +�" the overall structure is the res nsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ CC SSEQ. : � I� 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 /4 E Q" : 6051193 fastenew are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-cormsive environment, `V design loads be applied to any component. and are for"dry condition"of use. r1� �^. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if /,� 4 14 Z13 fabrication,handing,shipment and Installation of components. necessary. ,r_ \,.. 1y 7.Design assumes adequate drainage is provided. 'Vf tf V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl`� I Milli I III IIIA Bill IIIA IIIA Hill lilt(IIITPI/WTCA in BCSl,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 10. ) n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:.12/31/2015 IIIIIIIIIIII1This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320I 288 3-4.(-103 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 380V 0/ OH 1.50" 0.49 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 KDDF ( 625` REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGOND 2 Design checked for net( psf) uplift at 24 "oc s acp ino 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' lilindloi' Allowed = 0.133'MAX TC PANEL LL DEFL = 0.067" " Allowed = 0.481" �( MAX TO PANEL TL DEFL = -0.075' 4" Allowed = 0.722" MAX HORIZ. LL DEFL 05@ 9'- 6.5° MAX HORIZ. TL DEFL 05@ 9'- 6.5" NOTE:Desimemoisture content does not excee1t me of manufacture. 12 Designconforms torce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1"6 j, Truss designed for wind loads in the plane of the truss only. c. a• 0 N CO O Cr) / CO oioir r, ,i- c.),"- 5r.=. M-3x4 /- I 1-00 6-00 3-07-04 (PROVIDE FULL BEARING'Jts:2.5.3.41 to PRO JOB NAME: POLYGON 3-D NH - J8 ,c,'<('t, /9 s%, Scale: 0.38207 I WARNINGS: GENERAL NOTES,unless otherwise noted: h 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 4 -9 0 r E c Truss" J8 and Warnings before construction commences, building component.Applicability of design parameters and proper ' 2.2x4 compression web bracingroust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s the responsibility of the ere or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). >�`!A"•' DATE: 9/5/2014 the overall structure Is t e res (sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** ie � "' SEQ. : 6051 194 4.No bad should be apps d to n1�)1 component until after all beating and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 fasteners are complete nd at nor time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, -91, A., �1. �A I design bads be appNed'to an component. and are for"dry condition"of use. F 2, le) -.L TRANS I D: 407533 5.Gampulrus has no control av rend 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. necessary. �*. P Po 7.Design assumes adequate drainage is provided. 4C II„�. 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 111111111111111111111111111111111111111111111 TPINVECA in BCS(,copies of which will be furnished upon request. Digit coincidenictwith joint tecenter linche. 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:12/31/201rJ 111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0 72 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3= .3751 304 3-4= -145 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -58) 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" 9,6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 332H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF i 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50" 0.50 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -131/ 196V 0/ OH 1.50" 0.25 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 osf) uplift at 24 "ac smacinq.) '-/ 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 = -0.001" @ 10'- 9.6" Allowed = 0.080' MAX TL CREEP DEFL = -0.001" @ 10'- 9.6" Allowed = 0.107' yl MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481' MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 NOTnotEexggxceedn19%s ates timeof lure content does manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ii load duration factor=l.6 o Truss designed for wind loads o in the plane of the truss only. 0 el v 0� - 6►-� M-3x4 y )' ,1 1, 1-00 6-00 4-09-10 (PROVIDE FULL BEARING:Jts:2.6,3.41 0 Op JOB NAME: POLYGON 3-D NH - J9 Scale: 0 3563 .c',`` �IryN `�-/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4, f l✓ / ' 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 • .9241$PE c'" T r u S S: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper f ,fir 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ! 0"/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rtl<� DES. BY: EE 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ll BC. DATE: 9/5/2014 responsibilitybuilding designer. Impactbridgingbracing required vwa( ) ( " the overall structure is the res nsiblli of the 3.2z or lateral where shown++ 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. =oq OREGON 4/; 'SEQ. : 6051195 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 A design loads be applied to any component. and are far"dry condition"of use. f +��w �� {.,t„ TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 `'_ fabrication,handCng,shipment and installation of components. necessary. ry `- 6.This design is finished subject to the Imitations set forth by7.Designlaesassumes adequatedon otfaces drainage isotrus,provided. n`��„ I IIIIII VIII VIII I III III VIII VIII IIII IIII 9 1 8.Plates shall be located both faces of truss,and placed so their center TPIMfTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2 1 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 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 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=I.412 382 i 3-4= -193 141 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5= -55 30 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 357H 5.50" 0.60 KODF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF 625 M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF 625 12'- 0.0" -31/ 50V 0/ OH 1.50" 0.08 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. f- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -..1;..-2770...:" Allowed = 0,100" .p MAX TL CREEP DEFL = -0.003" @ - • 0. " Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ - 4. " Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ - 2. " Allowed = 0.722" MAX HORIZ. LL DEFL = 11'- 11.2' MAX HORIZ. TL DEFL = 11'• 11.2" NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10,00 Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t,� load duration factor=1.6, Truss designed for wind loads o v in the plane of the truss only. 0 N ri o O I i M Ott ...P2IIIIIIIMIMMIIIIIIIMIIM ---), M-3x4 y 1, y y 1-00 6-00 6-00 :1 1 .. 1 . , JOB NAME : POLYGON 3-D NH - J 1 O Scale, Q.3223 �'t'lam (�jp+�/ �ssi WARNINGS: GENERAL NOTES,unless otherwise noted: �G r r+-r r -7 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 4t' ;920 92i i PE t... Truss: J10 and Warnings before conj;tructionlcommences. building component.Applicability of design parameters and proper 2.2x4 compression web br4dng must be installed where shown., incorporation of component is the responsibility of the building designer. ,r+" 3.Additional temporary brading to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of th erector.iAdditional permanent bracing of 2'o.c,and at 10'o.c,respectivey unless braced throughout their length by41,41010.. P ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . 41/1111P!- DATE: 9/5/2014 the overall structure Is threspon bility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ori it 4.No load should be apple to any omponent until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A OREGON Ott SEQ. : 6051 196 fasteners are complete a jiid at no me should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4_` ,' J qn J TRANS I D: 407533 design loads be applied to any component. Y5.CompuTrus has no control over and assumes no responsibility for the e.and are for"dry condition"of use. /�Design assumes full bearing at all supports shown.Ohm or wedge if c f 1 4, h¢., necessary. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "k;,, 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint aIn 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:12'31/201 rJ` EMA1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3.(-74) 28 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 OVERHANGS: 20.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) M,M20HS,M18HS, 16 = MiTek MT seriesuTrus, Inc RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL COND. 2: Desi n checked for net REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. A ( puf) uplift at 24 "cc a ing,J 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" 6.00 MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE:Design assumes moisture content does 3 .,, not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6l Truss designed for wind loads in the plane of the truss only. o c Cd N Mi__ •7 0 CD/-- � 2 4 --i M-3x4 1- 1, ,1 1-08 3-06 PROVIDE FULL BEARING;It • 4 31 JOB NAME : POLYGON 3-D NH - P1 o Pit° iss, Scale: 0,7235 �Gj � /l / WARNINGS: GENERAL NOTES,unless otherwise noted: �42,r `lyfff) ((( - 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,.PE r Truss: P1 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 t DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/rmArr ;; DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051197 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, Ami �i/ TRANS I D: 407533 design loads hasbe ano controlied to avy ec and assut 6.and are for n assumes fulldbearing f t all 'Q-YT 7 1 4 �}, '�� 5.Com"Trus no over and assumes no responsibilityfor the 9 supports shown.Shim or wedge If hy,. fabrication,handing,shipment and installation of components. necessary. V 6.This design Is fumished subject to the imitations set forth by7.Designlatesassumes adequatedon otfaces drainage Is provided.,andM � `` { IIIIII I III VIII I III VIII VIII VIII IIII IIII 8.Plates shall be located both laces of truss, placed so their center `l LY TPINYfCA in SCSI,copies of which will be furnished upon request. lines coincide with joinf ppt center Goes. MiTek USA,InC./COmpulrus Software 7.6.6(1 L)-E9.10.FForits incate sizebasic connectorplatete in inches. design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7' IBC 2012 MAX MEMBER FORCES4WR/DDDF/CCq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 ( 0) 84 ) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 28 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: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625 1'- 9.2' -86/ 45V 0/ OH 5.50" 0.07 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7' -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc j M,M20HS,M18HS,M16 = MiTek MT series 1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked far net( paf) uplift at 24 "oc 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" 12 MAX IC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306' X6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" 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 mphf h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads T in the plane of the truss only. 0 N N 0) O N M/_ p CD 2�<1 4�C M-3x4 y y y y 1-08 2-00 1-03-11 'PROVIDE FULL BEARING;Jts:2,4,3I PR' JOB NAME : POLYGON 3-D NH - S 1 Scale: 0.7307 �c /J(NE w!? WARNINGS: GENERAL NOTES,unless otherwise noted: Ee. n' /" i. 1.Builder and erection contract r 4hould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' 1 2**P E and Warnings before constru 4n commences. building component.Applicability of design parameters and proper Truss: SJ 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing t be Instated where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing o Insure stability during construction 2'cll.and at 10'o.c.respectively unless braced throughout their length byi,+/�^'r. DES. BY: EE is the responsibility of the ere Qr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,,,,,861W - DATE: 9/5/2014 the overall structure is(he re nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a / " SEQ. : 6051 198 4.No load should be applied to ny component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y' OREGON� �ki fasteners are complete and. a no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -7 design Mads be applied to any component. and are for"dry condition"of use. /�, TRANS I D: 407533 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 d � + necessary. rr fabrication,handing,shipment end Installation of components. 7.Design assumes adequate drainage is provided. C) RIO- 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 111111111111111111 TPIAMfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits ndsize oplate in Inness. 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 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7° IC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 84 2-5=(0) 0q=1.00 BC: 2x4 KDDF 41&BTR 1-2=( 0) 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-137 59 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( 56 26 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF 625 C,CN C18,CN (or no prefix) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' -98/ 51V 0/ OH 5.50" 0.08 KDDF } 625` = CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IGONO. 2: Design .h .k d far n t( 3f)�up ift at 24 "oc ftp cine I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" -/ 6.00 D NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. mDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 O Truss designed for wind loads in the plane of the truss only. N CO O LoO co V CO r/- 7 1111111111111111 O o� 2►I 5►� -f 1 M-3x4 1-08 2-00 4-07-11 1PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON 3-D NH - SJ2 scale: 0.5609 ���� C� PRO4 � ssf� WARNINGS: GENERAL NOTES,unless otherwise noted: 4,': /j 5// 1„7 SJ2 n 1.Builder and erection contractor shoukl be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'C ' -92••PE f' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Arlfr 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c. tivey unless braced throughout their length by ouch a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, lrA, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 6051199 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 SEQ. : 605 1 1 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j. 7f 1X .. TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 fabrication,handing,shipment and installation of components. necessary. '"" 6.This design is fumished subject to the Bmitations set forth byg,7.Designlaesassumes adequateatedon drainage i os pruss,and � �RIO- IIIIII I III IIIA I III VIII IIID VIII IIII IIII 8.Plates shall located both faces of buss, placed so their center r i b TPIANfCA 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./COmpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIMIIMMIIIIIIIIIIMIIIIIIIIIMMIW IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES4WR/(D)/Cq =1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 ( 0) 84 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-194) 91 3-4=(-133) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -58) 27 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 OVERHANGS: 20.0" 0.0" ' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50" 0.75 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 1"- 9.2' -93/ 50V 0/ OH 5.50" 0.08 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9' -91/ 196V 0/ OH 1.50" 0.25 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9' -117/ 252V 0/ OH 1.50" 0.32 KDDF 625 9'- 11.7" -41/ 88V 0/ OH 1.50" 0.14 KDDF 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IGOND 2' Design checked for net( 5 paf) uplift at 24 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0° Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.204' MAX TC PANEL TL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9' 5 -/ MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" j NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. 1, Design conforms to main windforce-resisting 6.01 ' system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=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 0o in the plane of the truss only, cm I NIO O co co co , .4- 211111111111 ' 2w=N 6...m. a 1 M-3x4 A- y ), 1 y y 1-08 2-00 7-11-11 PROVIDE FULL BEARING:Jts:2,6,3,4,51 0 PROPer, I JOB NAME: POLYGON 3-D NH SJ3 Scale: 0.4335 N`s iN i0 44 1511 1- WARNINGS:1.Builder de and erection w G.ThishRAL design NOTES,basedunlonlyss upon the noted: Ct. -92 s PE -p1- Truss: .' tractor should be advised of all General Notes i. Is upon the parameters shown and is for an individual ,7 (- and Warnings before c nstrucli0n commences. building component.Applicability of design parameters and proppeer . T r u s S: SJ 3Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing rrust be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing o Insure stability during construction p'o.c.and at 10'o.c.respectively unless braced throughout their length by d�Jw"^'. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). P. ` ' DACT�E: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 /�" S E Q. : 6051200 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 4C/ fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1 design loads be applied to an component and ere for"dry condition"of use. L/}} 'T�' 1 2,0 14 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f- necessary. h RI.+1.S fabrication,handling,shipment and installation ation of components. 7.Design assumes adequate drainage is provided. C 6.This design is furnished subject to the Visitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII VIII VIII ILII ILII9.TPINVTCA in BCSI,copies of which will be furnished upon request. Digitsgit coincidentwith jointcenterate in In 10. r Cries. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E basiciconnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015