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Plans (83)
\\C\ --i` 1 - CLQ i lc \ S C-k - ,t . r 0'-O J1 J2 \_ JX J3 ` J3C At J4 .. , , , , ,_� J5 J6 .12 J6C J7 , , 1 ` v - J7� J8 __ J8 J9 i �, i i , J9 03 J10 / O° , / . . J10 J11 09 , I f $ k � .. mm ® J10 4- 1 , i I I g ® J9 14 12 1 J8 ► 14:12 -- J7 • 7112 ® J6 . /. \ I I i 1 1 9r 3 J12 00) ' ' . i J13 (5) HG1 28 14:12F.. U821 HGUS26 K NUS21 ,. -. 1� l2 J13 r w F CY C e, --a I 12 4__91 fsf; 4 Z CONFORMS TO DESIGN CONCEPT �14 gi " '' ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT 'I SIONS AS S 1OWN ❑X CONFORMS TO DESIGN CONCEPT I- ❑1 NA CONFORMxG-REVISE AND RESUBMIT ❑CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED 201-6. THIS SHOP DRAWING HAS BEE REVIEWED FOR GENERAL CONFORMANCE ❑NON-CONFORMING-REWSE&RESUBMlr WITH THE DESIGN CONCEPT 0 LY AND DOES NOT RELIEVE THE THIS SHOP ORM NAS BEG4 RENEWED FOR GENERAL CONFORMANCE IAE FABRICATORIVENDOR OF RESP NSIBILITY FOR CONFORMANCE WITH THE sake°mAEcaaa ae o aa,r°a°CONFORMANCEw of x 'FY DESIGN DRAWINGS AND SPEC ICATIONS ALL OF WHICH HAVE PRIORITY DRpg1ryo. gE:„ss NS OaPLINa`EOWEsk`°`WHICH NAVE OVER THIS SHOP DRAWING. NTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia Fukui Dare 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING©fffeghtCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 11VCi POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR GINE R FURTHER Pal umber PLAN 5-A COFFER INFORMATION.BUILDING 0111 DES RESPONSIBLE FOR OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: 'SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ;�: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1.' 40O'- ARI AR1 N N �� u Cr I- 14—\ 19 J l!MO■ �_ J1 J NIEN1\ WI J2 , NO CI " Fall J3 :5? , & \• 7:12 J; ` ` J6*".......) Vim J7 _r+�\``L M. J7 J; , J8 J!-.- r Mill_I J9 J10_ , J10 J1 1.� �_ J11 lirIT ill ]J1 J;- ' i — • — J7 • 1 1 I 1 I — J:__ 7:12 - ice_- J12(10 13 (5) ' Ilk Iii? , y t 14:12 -.. rIll - - _- l' -.....Iii F- ® CONFORMS TO DESIGN CONCEPT liMiiiIMINC ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS eoNFORMsroDeslGNcoNcevT REVISIONS AS SHOWN I 111•• I REVIS ONS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING-R ISE AND RESUBMIT Jl NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIE D FOR GENERAL CONFORMANCE 20'x' I µws s OP oR YYY s eEEN R IEweo F R YYYY aNFWWYC WITH THE DESIGN CONCEPT ONLY AND OES NOT RELIEVE THE .{{I RH oeslcN coN EP aNr nND Does NOT EU E THE DRAWINGS ATORNENDOR OF RESRONSAPPOC FOR CONFORMANCE W DESIGN HAVE FABRICATOR/VENDOR OF RESPONSIBILI Y FOR CONFORMANCE WITH THE -0m PRIOR,OERTHIIGTIOND AND nPPucreEECODES,YCofWHICHHAVE PRbRRYOVER THIS SHOP DMl4'ING. DESIGN DRAWINGS AND SPECIFICATION ALL OF 4MICn nooE PRiuAJ. BY Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC IS Copyright CompuTrus Inc.2006 b IJIWfH: IS UE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT TRUSS CALCONLY.REFER TO ULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGSNNFOR GINE R OF FURTHER Pala 1...', umber INFORMATION.BUILDING PLAN 5-A COFFER DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY. DESIGNER/ENGINEER RECORD TO EVIEW ANDAPPROVE OF A R & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. mil® MiTek® MiTek , tnc, 250 Klug Circle Corona,Ca.920 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 60...e.... , 5P00.....e......----% avid Baxter, P.E., S.E. Sr. Structural EngineerPRO MiTek USA `'�ti�`'NAGINE6- /0 mac, 9 2 DB 4t :9200PE 9f' iagle,745. /I- -7G 41 OREGON o, lv '0 '111311..\-- P 12/06/2017 EXPIRES: 12-31-2019 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. s 2PE 4)j, OREGON 5 41 '` AMBER � �O Q`s AP . 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. lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 01ONIO itt rd i �l• .10 49639,4, ki S'S ONAL ,; • April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(_optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU? I 2-6-0I I 2-2-9 I 1 1-2-0 I I 2-4-11 1 Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 N ' / tr \ a / \ a N 9 a ' 13 12 11 10 17.1 3x4= 3x8= 3x4= 3x4= 304= 10-8-1 11-4-9 I 9-11-9 1 o(1l'1 111-3-1 1 1 16-4-12 I 9-11-9 0-1-B 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edciel,111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 t�� BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 0% Qv'61yAs4,, "Y WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 G ,Si' C� NOTES 1(ff EV"' 01,, M 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i� r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49639 4/ • be attached to walls at their outer ends or restrained by other means. 0�� -6'0 i e LOAD CASE(S) Standard SjOI�IALE�G � � IRED P e OFs/, 0 2� � ,<- 87022Pi' ` y t�,oT OR GON '• O 90 �M8ER \1 EXPIRES:X0/2015 April 22,2014 ff A WARNING-Verify design parameters and READ AC IES ON THIS AND INCLUDED MIIEK REFERENCE PAGE NII-1413 reit 1/19/2QI4 WORE USE __ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �'p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek° 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/IPI1 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 ft Southern PinetSPJ lumber is specked,the dasign values are those effective 06/01/2013 by AtSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 I I 1-2-0 1 1 1-0.9 I Scale=1:25.9 1.5x3 II 3x4= 1.5x3 I1 3x4= 1.5x3 II 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 8 o • N IIIIIIIIIIIIIIIIIIIIIIIi o o • pN d 1,"-' O O O • 1..... 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4= 10-6-3 11-2-11 1 9-9-11 9-11)3 111-1-3 1 I 14-10-12 9-311 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in, (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. of(NIO TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 p BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 , , O5 OV.WA$ `Cijr WEBS 6-10=-418/0,2-13=-1467/0,2-12=0/844,4-11=-536/22,7-9=1480/0,7-10=0/810 G ,s46XG Q r �' d NOTES :'" " M 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` f 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d,fi 49639 4, ' be attached to walls at their outer ends or restrained by other means.s. 441 .' h1 a!Y2 LOAD CASE(S) Standard ssj0I[AI. .4/ c'o���cO PR()Fe ��N SN INEFR /0* :87022PE • r / ycr> ,.v A0 OREGO �o 4N �0 AMBER 11 '�. OS A. HE?' EXPIRES:a6/30/2015 April 22,2014 4 IiIlin A WARNING-Verify design parameters and READ!MESON TMS AND INCLUDED MILER REFERENCE PAGE NII-7473 rev.1/29/1014 BIFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �m Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/FPIt 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 H&ghts,CA,95610 If Southern Pine ISPI lumber is specified,the design values are those effective 06/0112013 by ALSC Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcGOfs?czOQTz I 2-6-0 I I 2-5-1 I I 1-2-0 I F 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 a o N N O - e 1 12 11 10 i 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013/-9 11-5 9 I I 16-7-4 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,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 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina' YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. S,T;ONIO p TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 Q,1 <C BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 G0%�0+�,'¢IASkT, r WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES `O r„,,r6„:„.., �.� ,' 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to qr be attached to walls at their outer ends or restrained by other means. 4 49639 Q,' LOAD CASE(S) Standard C)0{, 41LSTER sSIOI+IA .�G ,��EO P R Ops �c�\G, GINE�,9 /02 Q 8 `f 2PE j r 7 "tj`OREGO1 c 4 1J O MBER \ r OQ HERAP EXPIRES:C16/30/2015 April 22,2014 / t A WARNING-Verify design parameters and READ MJ IES ON THIS AND INCLUDED MIIEK REFERENCE PAGE M17-7413 rev.1/29/2014 BffOREUSEp �� 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quardy 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 4SP)lumber is specified,the design values are those effective 06/0112013 by ALSC Job Truss Truss Type Qty Ply 5A R41832510 PL14-89_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 a Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Jg0Fb6K_CRkoiv8hl NEA970dL?9TrGQIVgPPX2zOQTy 2-3-0 I 1 1-4-11 ii 1-2-0 I I 1-0-9 I 2-6-0 I Scale=1:31.6 1.5x3 11 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e _ � o �_\ _ /_�a o_ / \ e O o A Ai q O B • e B '0 erre 10 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 13-0-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edael,113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ortowO 46, TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 • �S Q ! ASI�j4, WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, G �4, 6-13=860/0 �Q gi ,`" X14 1,2v NOTES N 1)Unbalanced floor live loads have been considered for this design. i 2)Refer to girder(s)for truss to truss connections. 'V,f i 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .fl 4639 wi • 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 0� �• ISTER� be attached to walls at their outer ends or restrained by other means. IONAL,V, LOAD CASES) Standard ' <<i0)PROFFss 4,,c �N' 9t/0 87022 Pi • r" • y � , OR GON ticz, <tr -pO AMBER \1 4o ,s, A.. HE��P EXPIRES:{130/2015 April 22,2014 t A WARNING-Verify design parameters and READ MJ TES ON THIS AND INCLUDED MIIEK REFEREM E PAGE MII.7473 rev.1/29/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mirek" 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/fPll 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(SP}lumber is specified.the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-nsadoSLczlsfK3jta4mPhiCrvOXsafyvjK8z4VzOQTx I 1-3-0 1 1 1-1-1 II 1-2-0 II 2-4-15 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ,8, ir r•••••- w Niiii, .•••--- -sw -iiiiw _ .11,-.1. nl 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 WB— 15-7-9 I 14-5-91�-9 tl-7-0 I 20-9-8 I 14-5-9 7-0 5-1-15 Plate Offsets(X,Y): F12:0-1-8,Edgel,118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress lncr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0•c0NIO , TOP CHORD 2-3=2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, Yy, 8-9=4495/0,9-10= d'4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, ,- WAS 13-14=-3519/0,14-15=-3519/0 G ti4 "V0 Y 7, BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, _ - � 19-20=0/3519,18-19=0/3519,17-18=0/1990 I �� �� A WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, I N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 (if r y0 4k. NOTES 1O $ 49639 4.i 441 1)Unbalanced floor live loads have been considered for this design. �� � 2)All plates are 1.5x3 MT20 unless otherwise indicated. SSj4ISIAUti'G 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to . be attached to walls at their outer ends or restrained by other means. ��t�jj.PR OFe LOAD CASE(S) Standard , (G &,N��R <(- 0IA/ .0 LOAD kc 870 2PE / 1- r" N 7 4.),.OREGON q O<Cv 0`S HE,�P EXPIRES:46/30/2015 April 22,2014 t A WA/tNTMi-Verify design parameters and READ MESON THIS AND INCLUDED MIIEK REFERENCE PAGE MII-7473 reit I/29/201d BEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p 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 Mirek" 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,Sure 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine LSP}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 II II 0 N .� .V/ 5 " 4 3x4= 3x4= 9-1-8I 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES �1zONIo 1)Refer to girder(s)for truss to truss connections. Cf? O'°NITAS: , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G ,S-(5' 4 ir 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •C') Q. x< 61' Y) 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 ivl ( .�" 7 to be attached to walls at their outer ends or restrained by other means. I _ N i LOAD CASE(S) Standard ,4,/ �"P 49639 k,, • 94' 4biSTB1V1, SSIGN Sr. •<�Ep PROFEss �/ <r., R /0 87022PE • r y �Aj, OREGO ti�41� '5) `,1,/ ER 11 Or, A. HER\P EXPIRES: 0/2015 April 22,2014 4 4 A WARNING-Verity design parameters and READ N1O7ES ON MIS AM)IM1UDED MIIEK REFERENCE PAGE MII-7413 rev.1/29/2014Off05Ff/SE mi Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fill 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 ff Southern Pine t5P}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89 UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Man Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 11 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4 = 1.5x3 II 3x5= 1.5x3 II i-i 4 5 6 7 8 9 10 11 0N1411111414- 411141141111 N 9 19 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-914 17-5-4 1 1-10-12 0-1128 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edgej 113:0-1-8,Edge1,119:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, 'iC"' TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, CIC 01 WASIr:, 4 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 G A� WGA BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 'd . . o,, VI 12-13=0/909 �� WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 %"/ er NOTES �'li 4, 49639 w; 1)Unbalanced floor live loads have been considered for this design. O �Y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. �Z4szz G' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. —101ST .Lti11 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. l7 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ��� P R.()FF The design/selection of such connection device(s)is the responsibility of others. S 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Co- �`.� I NEER s, LOAD CASE(S) Standard 87022PE r" 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(F) ��T OREGO O�/� CV Vert:1=-304(F) ,p O HEP EXPIRES:[16130/2015 April 22,2014 f _ N A WARNING-Verify design parameters and READ MITES ON IRIS AND INCLUDED WEEK REFERENCE PAGE M11-7473 m a 2/29/2014 BEFORE USE W Design void 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 Piro OOP)lumber is specified,the design values are those effective 06/0112013 by ALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e o o e O o N N a e e -I�X(J 5 e 9 8 3x4= 3x4—3x4= 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 416- 8-6-8 I 3-1-2 0-1-$ 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. otomO N, TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 GOcj�0V VASI _ �i� WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C y, NOTES i .- O M 1)Unbalanced floor live loads have been considered for this design. N %` N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `'d be attached to walls at their outer ends or restrained by other means. ' 639 240 ''4151STEOC 1 LOAD CASE(S) Standard ��SI� �LG i - _ T�' ��si o P R,OFFss �r`5 4NG�NEF9 /O 2 :8 '• 2PE r" -o,Nl 4EGO iO OS „ HET' EXPIRES:CE/30/2015 April 22,2014 1 A WARNING-Verify design parameters and READ MITES ON IRIS AND INCLUDED MIMElt REFERENCE PAGE t411-7473 rea 1/29/2014 BEFOREUSE Design valid for use only with Mitch connectors.This design is based only upon parameters shown,and is for an individual building component. ��" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M Frei('erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 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 M Southern Pine(SP)[umber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8ep060_N4pg1 epwgLrAjdNO2oWIDVey6ADGzOQTt I 2-6-0 I 0-5.6 1 1 1-2-0 1 1 1-7-2 I Scale:1"=1' 11.5x3 11 2 3x4 = 31.553 11 4 3x4= 51.553 11 J ° 0 N N S t b e o i k1.5x3 11 9 8 7 6 3x4=e 3x4= 3x4 = 1 3-0-14 2-2-fp 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edae1,f8:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _t-ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 �` t�� BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 05 OV WAST t7�, "Y WEBS 2-9=-456/0,4-6=-424/0 I ,siA GT NOTES co v : Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8epO60_N4pgi epwgLrAjc201 vWd_Vey6ADGzOQTt I 2-6-0 f 0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 0 N N e e et 1� 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 I 44-10 4162 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E I LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Of616:4:346:9: TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 fo4 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 NOTES ;1)Unbalanced floor live loads have been considered for this design. :. N2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to k/�be attached to walls at their outer ends or restrained by other means. �LOAD CASE(S) Standard Cs. •<<5121.P R Qp �c� AO!NEF� /� 2 8 `1 2PE /r 7��Aj, OREGO ti O</.// 9, 8 E R \1 0`SA HE ` EXPIRES:06/30/2015 April 22,2014 4 r A WARNING-Verify design parameters and READ NOIES ON THIS AND INCLUDED MITER REFERENCE PAGE NIT-1473 rex 1/29/2814BEFORE USE . NI 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 Wel(' 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/IPl1 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(SP)lumber is specified,the design valves are those effective 06101/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-SgNWr9PknHVxQgcqNdLaOOGj6PFoF_VetcsklizOQTs I 2-6-0 1 2-3-5 I I 1-2-0 1 1 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 It 1.5x3 It 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N I-/ I \ e p / \ - N a a 19 12 11 10 !1 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-Iti13 13-131 1 16-5-8 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel.111:0-1-8,Edget LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) - Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0. 0NIO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 ,p BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 D% Ov.WAS `7Y WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 G v,s,'(4 10 t NOTES icij 1 * 9� LTt 1)Unbalanced floor live loads have been considered for this design. i N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. PIf 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 49639k/ . be attached to walls at their outer ends or restrained by other means. 0���a � LOAD CASE(S) Standard s°I0NALE�G 0 P R OPE. -<<51/4 SA.,,, / c\ , n -19 qt. ma 87! 2PE • 01 cv y Aj, OREGO ti o1N �0 �M8ER \1 �' OS A. HE; .EXPIRES:Q6/30/2015 April 22,2014 1 1 A WARNING-Verify design parameters and READ NOTES ON 711I5 AND INCLUDED MITER REFERENCE PAGE M1I.7473 rev.1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quallly 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 ff Southern Pine(SP}lumber is specified,the design values are those effective 06/111341013 by ALSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o //L N I O - O / O O / _ O N e e e e e 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 1343-111 I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 612:0-1-8,Edgel,613:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0,0110 TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 OC7 OV;WASit 's WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, 6-13=-853/0 G Q�� �� NOTES drri y N 1)Unbalanced floor live loads have been considered for this design. y• / 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ',r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `'dik 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 �1 1P 49639 4/ be attached to walls at their outer ends or restrained by other means. ��, 11 � LOAD CASE(S) Standard , sS10N.A.1� �G Kcc` PR pFF . ssc. ‘AGI 2� 87022Pi •r i 04 S.y �Aj, OR GON ti�O4~ EXPIRES:66/30/2015 April 22,2014 f 1 A WARNING-Verify design parameters and READ MITES ON THIS AND INCLUDED MIREK REFEREhCI PAGE fHII-7473 rex 1/29/2OI4 BEFORE UR ��" Design valid for use only with Wel(Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine($P}lumber is spec Med,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr 1 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 s oe o 0 N 4 N e e' ® e e 12' 11 10a 9 8 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edael,r10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -. ONIO TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0I BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 oS O WAS��, V WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 G s.-co vVG, Q NOTES "�" O1, 1)Unbalanced floor live loads have been considered for this design. ) N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �;r 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 • 1504t, 49639 . be attached to walls at their outer ends or restrained by other means. � ISTEtt NN LOAD CASE(S) Standard `s—',c, (o�cO PROF.SS �c t, NEER /O2 :87k 2PE 9 -7 N�Aj,.OREGO r 14' .1!..Os,148ER 1N OS A. HS,- .EXP.I RES:06130/2015 April 22,2014 t t A WARNING-Verify design parameters and READ NC)IES ON MIS AND INCLUDED 14I7EK REFERENCE PAGE 1411.7473 res,1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MITGK" 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}lumber is specified,the design values are those effective 06/10112013 by ALSO Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThlyallAczwOszX1UY-YP3fTBRd4CtWHIKP2mvH0OuKrdQGRS_4Za40M1zOQTp 1-4-12 1-4-0 1 1.553 II 2 354= 3 1.553 II Scale=1:8.7 0 N 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 010,14I0 itt NOTES Oc7 pk,WA$ 4tir 1)Refer to girder(s)for truss to truss connections. 4 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I 7`S / rO , �� d 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ti . ff' — be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. \/ The design/selection of such connection device(s)is the responsibility of others. / r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'd 4) 49639 LOAD CASE(S) Standard "+t''�'OISTER� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �SIa14A1., *- Uniform I oads(Of) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) ���0 PR0F, 4 87022P/ \144j „ * cv SAT OR GON cy�Q�� �0 �MQER 1N O`Sk HE l EXPIRES:00/2015 April 22,2014 I f A WARNING-Verify design parameters and READ Nt77ESON MS AND INCLUDED MIIEK REFERENCE PAGE MII.7473 rev.0/29/2014 BEFOREI/SE 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 MN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quallly 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 H Southern Pine Of lumber is specked,the design values are those effective 06/0112013 1yr AiSC Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-4CVHGrQ?Jvlfg81DV2O2TpL6KD22izQxKwLrgbzOQTq 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 N e e e e 1 o e 1 dX 9 8 3x4= 3x4= 3x4= 3x4= I 3-2-10 I 3-9-10 1 4-4-10 1 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edae1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oloNio p TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 iC+��, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 Q% 01�WASp,, '�" WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 G Q�4' t�`G>,NOTES 1ox M1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ';r 4 )Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to dr 49630 W� be attached to walls at their outer ends or restrained by other means. O� � GISTER� 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SSI0 ��� LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 c1/40p .P Rope Uniform Loads(plf) <° ,NE s� Vert:7-10=-8,1-s=-80 �co �N F,q 029 Concentrated Loads(Ib) Vert:11=-169(8) :87022PE • r / g. N -47 SAit AT.OREGO cf.Q4/ 90 �MBER11 EXPIRES:C 30/2015 April 22,2014 t • A WARNING-Verify design parameters and READ MESON THIS AND INt1UDED MEW REFERENCE PAGE MT-7473 reit 1/29/2014 BEFORE USE d . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 M Southern Pine ISP}lumber is specked,the design values are those effective 06/01/2013 by ALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. ri� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q 1/ �� sts 2. Truss bracing must be designed by an engineer.For 16 wide truss spacing,individual lateral braces themselves WEBS 4 may require bracing,or alternative Tor I 7EIEO .. p bracing should be considered. r 0 Ai O 3. Never exceed the design loading shown and never id O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ c7-e DS c5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-1/1from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9, Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/Or SYP represents values as published specified. by AWC in the by text in the bracing section of the SPapproved/new 2005/2012NDS represents ALSO values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved •pproval of an engineer. �I•jr reaction section indicates joint number where bearings occur. 17. nstall and load vertically unless indicated otherwise. Min size shown is for crushing only. NM VIII 18. se of green or treated lumber may pose unacceptable -nvironmental,health or performance risks.Consult with Industry Standards: •roject engineer before use. ANSI/TPI1: National Design Specification for Metal 19.•eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. •rid pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. s not sufficient. BCSI: Building Component Safety Information, lie I� 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 MTek6 USA 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and 1V1iTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, OD R°tee ,Acia — 67022PE • LFE-iioN ' 7'12.., EXPIRES: 64019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA 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. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). t,.30134, �4�c�PRorF.ss .4 W ri, 4 rt) I" v oitt leo ft- ORi I : . 1. I' `*; 04 43 P4243 ‹) t Y 26.1 ,�V� '© rst f4 `©,, .10I_Nr 1 j I, -TONAL 6/ig// • EXPIRES 613011 URI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 21 0) 114 2-10=(-799) 2686 3-10=(-300) 336 I BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2- 3=(-3018) 1136 10-11=(-562) 2250 10- 4=(-235) 629 WEBS: 2x4 KDDF STAND; I 3- 4=(-2885) 1241 11-121-258) 1671 4-11=(-736) 574 2x4 DF STAND A LOADING 4- 5=(-2255) 1147 12-13=(-597) 2094 11- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2255) 1147 13- 8=(-834) 2444 5-12=(-460) 1077 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2885 1241 12- 6=(-736) 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3018) 1136 6-13=(-235) 629 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 8- 91 0) 114 13- 7=(-300) 336 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267° MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076° @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 I,-'' M-4x6 7 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5 44( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), :` load duration factor=l.6, M 5X8(S) 0Truss designed for wind loads in the plane of the truss only. 0.25" M-5 25x8(S)" 0 c%; cD M-1.5x33 * !til-1.5x3 4- - \ • 00 CD 1 2 10 11 '( '( 1? 13 - 8 • o M-3x8 M-3x4 0.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) ), y y y ), 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y y )- 2-00 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - B2 ���' 0 PROFFss Scale: 0.1445 c) -8/zz/(4, % WARNINGS: GENERAL NOTES,unless otherwise noted: 444 /jl1T -7 1.Builder and erection contractor sho Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr l 92•S P E r Truss: B 2 and Warnings before construction mmences. 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. 4111111111! 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 byAllow is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d Pcin gCr ) rywall(BC), DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IQ- 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. -yG OR EGON 4� SEQ. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,\p design loads be applied to any component, and are for"dry condition"of use. / .f1 Y Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, 2 t.� necessary. A- �C- fabrication,handling,shipment and',installation of components. 7.Design assumes adequate drainage is provided. 'V/err n I1- 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 r-'1 111111111111101111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideiwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,InC./CompUTN5 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111I11I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF #1&BTR SPACED 24,0° 0.C. 2- 3=(-2998) 1127 9-10=(-607) 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4=1-2865) 1232 10-11=(-267) 1637 4-10=(-737) 574 2x4 DF STAND A LOADING 4- 5=(-2234) 1138 11-12=(-584) 2045 10- 5=(-460) 1077 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2229) 1164 12- 8=(-829) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-2794) 1278 11- 6=(-713) 566 BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595) 713 6-12=(-258) 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -380/ 2064V -302/ 316H 5.50" 3.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036° @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163° @ 17'- 11.0" Allowed = 2.130' MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 T f f Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. T 1 f . T T ' Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 I/ M-4x6 a 7.00 load duration factor=l.6, 5 4 Truss designed for wind loads in the plane of the truss only. br` M 5x8(S) M-5x8(5) 0.25" 0.25" 0 c%) M-1.5x3 7M-3x5 v 3 „M-1.5x3 0 0 -- / o 2- 9 10 '11 128** c M-3X8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) Iy I, 1, y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - B1 ���,Ed PROFFss Scale: 0.1411 �\5 �t�0i' NZ�FJ�, 20 WARNINGS: GENERAL NOTES,unless otherwise noted: /Z �7T .? 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 7 92••P E r" Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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). „...01.,111111.,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 OREGON `(/ SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, 4/6"47.13, ,�Dr design loads be applied to any component. and ere for"dry condition"of use. 0 TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, 2 �P' - necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I O, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II II II III(IIII I III I II I II IIIITPIM/rCA 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,In C./CornpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3.11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2- 3=(-3025) 992 11.12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(-1034) 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4- 5=(-2453) 910 13-14=) -850) 2024 12- 5=( -216) 868 2x4 KDDF M1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14.15=) -541) 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2076) 878 7-13=( -254) 324 TC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12"00. UON. 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141)1 157 14- 9=) -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF 625) M-1.5x4 or equal at non-structural vertical members (uon). COND. 21_Qesign checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0,0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267° M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296' @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-11 23 O6 09 Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T < T '1'1 T T T T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15 09-12 load duration factor=1.6, T T Truss designed for wind loads 12in the plane of the truss only. 7.00 V M-5x6(S) 0.007 M 4x6 M-3x4 0g 25" =M-44x4 M-1.05x3 M-5x6(S) y 9 , 0.25" v + ,g. v O 0 + + + +t 4 M-1.5x3 0 3 4\ .+ rn 0 r o 1 2 11 1 13 �4 15* M-3x8 M-3x4 '1 .25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y I I 1, 1, I y 7-11 7-06 9-05-08 9-03-12 9-04 y y 2-00 43-06-04 O R JOB NAME: 5-A POLYGON NH - AH3 Sale: 0.1504 ���.<i-l- \��jGPN Opp, WARNINGS: GENERAL NOTES,unless otherwise noted: v/Z Z/PrY "9 1.Builder and erection contractor she uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r.t' 7=92,O P E r- Truss: AH 3 and Warnings before construction dommences. building component. abitty 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 441111P DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where hown+� ( ) -ill Q 4.No load should be applied to any domponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON �0 SEQ. : 6037154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 4, \� s� design loads be applied to any component. and are for"dry condition"of use. /O 4k 1 4 20 •l.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if P necessary. /�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `SFPRO- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II VIII I III VIII I III IIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideiitwith jointcenter che. 9.Digitssddsize of plate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 : EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3025) 992 11-12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(-1034) 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4. 5=(-2453) 910 13-14=( -850) 2024 12- 5=( -216) 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 14-15=( -541) 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2076) 878 7-13=( -254) 324 TO LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12°OC. UON. 497 LL = 25 PSF Ground Snow (Pg) 9-10=) -141)1 157 14- 9=) -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0° 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296° @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, T f f TT T f T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-09-12 Truss designed for wind loads f f in the plane of the truss only. 12 M-5x6(S) M-4x6 7.00(/ 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) /7vv y B9 e0.25" 4 v o +a B •o o M-1.5x 3 0 + 0) \ \ •0 TA 1 2~ 11 T 1 13 ,r i4 15* M-3x8 M-3x4 u.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y )' y 1, y I 7-11 7-06 9-05-08 9-03-12 9-04 J, y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 Sale: D.,5D4 ��g���t��UGPN�FF`r`r/pPrY er WARNINGS: GENERAL NOTES,unless otherwise noted: "/�^/ -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 Q !920 O P E Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Aide" 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 400111.'� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown+ ( ) `II Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '9 OREGON SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2j \ I� design loads be applied to any component. and are for"dry condition"of use. / '9 r 2c) 4- necessary.BANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 4, 0.' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR RIO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII IIIII IIII IIII IIIII I II IIIII IIII IIII TPUWTCA in BCS(,copies of which will be furnished upon request. Digit coincide with joint in inches.9.Digits asize of tplate eto . 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 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11=(-1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 OF 2400E T1 I 2- 3=(-5879 1836 11.12=(-1642) 4872 3-12=( -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549) 1990 12-13=(-2387) 5968 12- 4=) -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2428) 5968 12- 6=(-1761) 953 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4731 1764 14.15=(-2062) 4966 6-13=( 0) 419 2x4 DF STAND B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7=(-6028) 2379 15-16=(-1257) 2945 13- 7=1 -4) 166 2x4 KDDF STUD C BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0° TO 43'- 6.3" V 7- 8=(-5543) 2225 7-14=) -967) 519 8- 9=(-3514) 1448 14- 8=( -312) 1314 TC LATERAL SUPPORT <= 12"01. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=( -100) 112 8-15=(-2455) 1086 BC LATERAL SUPPORT <= 12°0C. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOA AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR THE BOTT M CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF ( 625) 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625) OVERHANGS: 24.0" 0.0" (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaoing.I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0,0" Allowed = 0.200" M,M20HS,M16HS,M16 = MiTek MT series 1MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX TLMAX CREEP DEFL = -0.569" @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind loads in the plane of the truss only. 11-09-12 1/ T 640# 12 M-7x8(S)M-5x10 7.001/ 5 =M- 0 6x6 0 • 5" =M-66x6 =M-10x10 M-913x6 o y IN -_ ft M-3x4 .1- i: o + 0 .+ A o • A o M-4x12 B + �+NisNo. +.• /\/ - �r 1 2' 11 12 1 '' 14 1"- 5 f * M-1.5x3 M-3x10 0.25 =M-4x4 0.25' M-4x10 =M-8x8(S) 7M-10x10(S) 1, y ), y y y y y y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH1 Scale: 0.1519 mac,-<<,1 PN�'DFyFssjo WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92 �/1 I - 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 4 !92 SO P E 1' Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must lbe installed where shown+, incorporation of component is the responsibility of the building designer. / - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f°S►- '� DATE: 8/22/2014 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. -y►1--<,0,74 A_OREGON �Zti SEQ. : 603715 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �! �� design loads be applied to any component. and are for"dry condition"of use. .f�y0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2 t�� fabrication,handling,shipment and installation of components. necessary, q �c' 7.Design assumes adequate drainage is provided. '1t]n'1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �l fl 1� 111111111111111111311111TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterche. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF N1&BTR; SPACED 24.0" O.C. 2- 3=(-4062) 1544 11-12=(-1139) 3226 3-12=( -506) 350 2x4 DF 2400F 85 3- 4=(-3073) 1177 12-14=) -797) 2720 12- 4=( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2541) 1132 13-15=) 0) 0 4.14=( -567) 259 2x4 OF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2298) 1240 14-15=) -626) 2374 5-14=( -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2207) 1142 15-16=) -261) 1600 5-15=(-1419) 749 IC LATERAL SUPPORT 4= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2812) 1243 16.17=( -595 2048 15- 6=( -558) 995 BC LATERAL SUPPORT 4= 12"OC. UON. 8- 9= -2957 1138 17- 9=( -836) 2403 6-16={ -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 114 16- 7=( -722 578 OVERHANGS: 24.0" 24.0" 7-17=) -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670) JT 9: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 Hoc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX IL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" T T ' MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09'1 5-10-08 5-10-08 7-04-12 7-02-08 . 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 7.00 M-4x6 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 ;, Design conforms to main windforce-resisting M-5x8(S) \ 0M-25x8(S) system and components and cladding criteria. 7 1 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" 0.25" load durAll ation factor=1.6,Cat.2, Exp.B, MWFRS(Dir), 5A c� Truss designed for wind loads in the plane of the truss only. 0 M M-3x4 + v ` M-1.5x3 r +: M-3x4 3 M-4x6 •• o 2,r .M-5x6 M-3x4 0 15 i6 --17 •' 9 O o - M-4x6+ 8M-5x10 0.25" M-3x4 M-3x8 0 a 2.75 2.04 oM-4x10 M18HS-5x16(S) 12 12 y )" )" J' J' y y y 5,-05-0 5-10-08 6-02 0-11110-04-12 8-11-15 8-11-01 , , , ,-05-08 12-00-08 1710-04 27-05-04 y2-00 2-00 14-06 29-03-08 , , 2-00 43-09-08 2-00 RD JOB NAME : 5-A POLYGON NH - B3 Scale: 0.1309 ��5����GPNJ /f�77yF,�s�'/per WARNINGS: GENERAL NOTES,unless otherwise noted: lz L// I -q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC' !92I•P E f Truss: B3 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. iitilr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /rte.- '/ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .� Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "'9G OREGON ��(/ S E Q. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, b, design loads be applied to any component. and are for"dry condition"of use. .9 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q y 4 '1'3\ t,T fabrication,handling,shipment and installation of components. necessary. /11 •R (1 C' 7.Design assumes adequate drainage is provided. /11 •R R(�� 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 �l Il 1IIIIII 111 VIII 11111011 VIII I II III III III TPUWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3.( -99) 614 22-13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3691) 1497 15-16=( -931) 2763 15- 4=(-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-16=( -757) 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5=(-2936) 1219 17-19=( 0) 0 16- 5=(-121) 527 I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2388) 1115 18-19=) -556) 2143 5-18=(-543) 368 IC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19-20=( -544) 2087 16- 6=(-405) 964 BC LATERAL SUPPORT <= 12"0C, UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20-21=( -542) 2142 18- B=( -92) 159 B- 9=(-2115) 1045 21-22=S -720) 2182 19- 8.(-486) 183 LL = 25 PSF Ground Snow (Pg) 9-11=)-1914) 992 22-14=) -818 2248 8-20= -93) 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=( 0) 0 20- 9=( -33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=)-2294) 1043 9-21=(-495) 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-2668) 1116 11-21=(-327) 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -367) 444 21-12=(-434) 341 OVERHANGS: 24.0" 0.0" 12-22=) -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -349/ 2064V -211/ 224H 5.50° 3.30 KDDF ( 625) Connector plate prefix designators: 43'- 6.2° -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 1 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13, 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" T T TT f T TT f T f MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095° @ 43'- 0.7" T T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does T f f f not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00� 7.00 system and components and cladding criteria. M-5x6(S) M 4x667 8 9 r M 4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. v �: .2 o M-3x4 co +a +; +t + A3X5MlSX3 M-4x6 m ,ilino ' o 0 2 M 5x10 M-3x4 "0 17 19 20 22 14* o M-4x6+ , M-5x10 M-3x4 0.2b" M-3x4 M-4x6 0 - 2.75 1.89 o M-4x8 M-5x8(5) 12 12 y y y 1-901P,12 y y ), y y 27 05-1 6-06-10 5-05-14 11708-02 5-07-14 5-05-12 7-06 7-07-12 y 5:05-08 13-01-04 y 2-0077 1 25-11-08 y 14-06 29-00-04 P y y 2-00 43-06-04 ct, JOB NAME : 5-A POLYGON NH - BH3 Scale: Q.,266 ��'t���G0 PNR�F�s`�,/per WARNINGS: GENERAL NOTES,unless otherwise noted: Q., _ ��'-� '9 1.Builder and erection contractor sh ukt be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 011 P E r- Truss: BH3 and Warnings before construction mmences. building component.Applicability of design parameters and proper �/ 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to i*re stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a+P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheethin C and/or d all BC. �. DATE: 8/22/2014 p sheathing(TC) ryw ( ) the overall structure is the respons�IbNity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'pL OREGONIx 1 A� SEQ. : 603715 8 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, design loads be applied to any component. and are for"dry condition"of use. / '9 y rLQ } TRANS I D: 406556 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 Q 1'4, P necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MI p R I LL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 1101 11 II IIII I III 111111 I IIII III TPI/VJrCA 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./CompuTtus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99) 614 22-13=) -87) 221 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3891) 1497 15-16=( -931) 2763 15- 4=(-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-18=) -757) 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5=(-2938) 1219 17-19=) 0) 0 16- 5=(-121) 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2388) 1115 18-19=) -556) 2143 5-18=(-543) 368 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 0 19-20=) -544) 2087 1B- 6=(-405) 964 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20.21=( -542) 2142 18- 8=( -92) 159 LL = 25 PSF Ground Snow (Pg) 9-111=)-1914) 1992 22-14=( -818) 9-2248 045 21-22=( -720 218218-20=) -93)) 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( 0) 0 20- 9=( -33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2294) 1043 9-21=(-495) 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-2668) 1116 11-21=(-327) 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14=( -367) 444 21-12=(-434) 341 OVERHANGS: 24.0" 0.0" 12-22=) -68) 268 Connector plate prefix designators: BEARING MAX VERT ' MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 °cc spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 1-(08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T f ff f f ff f f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does T . T . .S( . '( '('( '( f not exceed 19'h at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T f ' f system and components and cladding criteria. 12 M-4x6M-4x6 12 M M-5x6(S) 67 M- X8 -3X4 111 I,/ Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00� , ,-, - ,, M-5x6(S) \I 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0.25" Truss designed for wind loads 5 0.25" in the plane of the truss only. Ix .2 T M-3x4 o, +@ +I. +I .+ c -3x5 8 _ A .„,. • ,_ M-1.5x9/ M-4x6 iNssM-1.5x3 co dig 2 F S M-3x4 0 17 9 20 ) 22 14* M 5x10 8 M-5x10 M-3x4 0.2e' M-3x4 M-4x6 0 M-4x6+ a 2.75 1.89__M-4x8 -5x8S M-4x8 M-5x8(S) y 12 y y 1-90T-12 / ), y y y 2-05-0, 6-06-10 5-05-14 1708-02 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 y 2-00 25-11-08 y 14-06 29-00-04 y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 <<-\\ PRoFFss Scale: 0.1286 C.. "8/ZZ/ I�! �0 WARNINGS: GENERAL NOTES,unless otherwise noted: y^CI 7 _-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr !'92.1 P E 1-- TrussTruss: : BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.x,respectively unless braced throughout their length byAiiiir d�P. DES. BY: E E s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / fie. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fr 7 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17Z- 9 OREGON �(/ SEQ. : 603/ 1 5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� � and are for"dry contldion"of use. 2.°\ -L. design loads be applied to any component. kT- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14, �Q necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R I L-`„ B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 11 11 VIII HIDE I III VIII 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.9. Digits oincide 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-1986(MiTek) EXPIRES:12/31/2015 11111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3=(-8240) 2291 15-16=(-1727) 6287 3-16=( -728) 178 13-22=( 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6514) 2010 16.17=(-1666) 5567 16- 4=( 0) 371 I WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-605B) 2101 17-18=)-2003) 5967 4-17=( -494) 262 2x4 DF STAND A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0) 0 18-19=(-2095) 6120 17- 5=) -631) 2092 2x6 KDDF STAND B TC UNIF LL( 100.0)+DL( 28.0). 128.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7=(-5197) 1853 19-20=(-2199) 6298 17- 7=(-1786) 823 TC UNIF ILL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8=(-6026) 2221 20-21=(-2060) 5951 7-18=( -465) 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0° TO 43'- 6.2" V 8- 9=(-5957) 2233 21-22=)-1418) 4762 18- 8=) -19) 222 BC LATERAL SUPPORT <= 12°0C. UON. 9.10=(-6194) 2281 22-14=(-1415) 4765 19- 8= -779) 384 JIC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.12=(-4749) 1699 19- 9=( -541) 281 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2' 11-12=( 0) 0 9-20=( -282) 337 NOTE: 2x4 BRACING AT 24"OC UON. FORdrill 12-13=(-5572 1920 20-10=( -89) 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM HORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14=(-5833) 1764 10-21=(-1904) 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND. 2: Designt_cheoked for netL5__osf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-0fi 10 2-03-08 5-02-05 0-06-10 5-08-10 not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting 2-09 T T 4-04 -02-1f T 5-05 13 , 4-07-11 5-05 02 T T T T TT T T T T TT T system and components and cladding criteria. i 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 640# �G40# load durAll ation factor=1.6 Cat.2, Exp.B, MWFRS(Dir), 12 12 Truss designed for wind loads M-3x5 M-7X8 S in the plane of the truss only. 7.001/ M-5 12M-5x10 Q 7.00 5 7 -3x4 9 0.25" _M-10x4 11 2 M-3x4 FrAviA6,111 ,:,,A_3x4 v oM-3x8 °D M18HS-3x18 r�-_ _ B s-7x12 mu7 .r ae16 17 a 1#4s -.�0°V1 o 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0,2eP M-3x10M-1225x3 14= o M-4x6+ M-4x6+M118HS-7x14 =M-8x8 S a 2.75 2.75 0 ) 12 12 , 2-05-08 4-04 4-05-12 3-02-11y2-00y 8-01 7-11-04 5-05-02 5-06-14 , ,2-002-05.08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 0 PR JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 �\/Z iI 0..‹i, N�FFonper WARNINGS: GENERAL NOTES,unless otherwise noted: 44.19 1.Builder and erection contractor shq'uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c 92.O P E Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus(be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14011110111 �r P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '��. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ 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. p OREGON 4/ SEQ. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 476'741' 4°N ?� �bt A, design loads be applied to any component. and are for"dry condition"of use. / y rLQ �.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, t� necessary. 1 `` 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R I \- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II it I VIII I(IIII I I I III IIIITPIM/rCA 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 11IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1004) 236 8- 9=( -48) 481 8- 4=(-295) 595 WEBS: 2x4 KDDF STAND 3- 4=( -885) 459 9- 6=( -74) 602 4- 9=(-294) 595 LOADING 4- 5=( -885) 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1004) 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0° -184/ 975V -360/ 360H 5.50" 1.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 6'- 10.9' Allowed = 0.979" T < T -1 T MAX TL CREEP DEFL = -0.043° @ 6'- 10.9' Allowed = 1.306" MAX LL DEFL = -0.002" @ 21'- 6.0' Allowed = 0.100" 12 M-4x6 12 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0' Allowed = 0.133" 14.00 V 44.0" N 14.00 MAX HORIZ. LL DEFL = 0.011° @ 20'- 0.5" /- MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" Pq NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v OD 0 AA /hk V) 0 0 u7 r- 6S _r to o B 9 - . o o M-3x4 0.25" M-3x4 M-3x4 0 A- M-5x6(S) > 1, y y 6-10-15 6-08-02 6-10-15 J, 1, ), ), I 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 ��,<.'<,N�/�pF�7f,���0:0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4�C /Z z/1 1 417 . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '-',92,.,.•P E Truss: C2 and Warnings before construction commences. building component.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 bng designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /I. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. _�. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown+ ( ) 4 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "p OREGON X41 SEQ. : 603 7161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, \ TRANS I D: 406556 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. /O )- 14, 20 0- 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl R l LA.- 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 1111111111111111111111 TPI/WICA in BCSI,copies of which will be furnished upon request. git coincideiiwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) EXPIRES:12/31/2015 11E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KDDFF #1&BTR B2 SPACED 24.0" O.C. NOTE:Design assumes moisture content does 2x4 KD BC: 2x4 not exceed 19% at time of manufacture. 1&B LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. j DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF mph,' Connector plate prefix designators: Wind: 140 m h, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 T < T 12M-14x4 12 / 14.00 V Ne N 14.00 d- -,--m 0 CO M-3x4 0 M-3x5(S) 0 M-3x4 y 1, y 6-10-15 13-07-01 J, y y 1, 1-00 20r06 1-00 JOB NAME: 5-A POLYGON NH - Cl «... PRoFFss Scale: 0.2158 ��5 � ��l/()� �� WARNINGS: GENERAL NOTES,unless otherwise noted: �4 /j//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 7 92•I PE r Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing musllbe installed where shown+, incorporation of component is the responsibility of the building designer. Adie/ 3.Additional temporary bracing to insijre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'�v.- ' DATE: 8/22/2014 the overall structure is the responsipility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OP jr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '9 OREGON lv SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, ,�D ,< design loads be applied to any component. and are for"dry condition"of use. / y TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2-°\ Q�P'�- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR A L`- 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 fl IIIIII IIII 11111 I III VIII I III II I IIII ill TPI WrCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus SQft'ware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 111111111 IIIIIIIIII This design prepared.from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( -8954) 2004 9-10=(-1252) 5318 9- 3=( -102) 114 7-13=( -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-11=(-1284) 5552 3-10=( -192) 616 7- 8=(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6390) 1640 11-12=(-1154) 5472 10- 4=( -900) 3994 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6=( -6390) 1640 12-13=(.1320) 6044 4.11=(-2838) 804 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600) 2028 13- 8=(-1324) 6066 11. 5=(-2388) 9292 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 522,4)+DL( 375.2)= 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8=(-10200) 2302 11- 6=(-2680) 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0° V 6-12=) -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3°x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5" oc in 2 rows) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979° 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175° @ 10'- 3.0" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" 10-03 10-03 MAX HORIZ, TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does T T T T T f f not exceed 19N at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.007 14.00 55.0' Wind: 140 mph, h=25,2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10 f- (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), di loadTrussduration designedffor owind6loads `;,, in the plane of the truss only. M-3x8 M-3x6 0 M M-4x12 M-5x12 ILo, o M 5x16OI. �� :� nn iiii\ -5x16 0 o M-1.5x3 M-7x12 9 10 10. 25" M-6x10 M-2 3x10 3 3 0 f- *** 3751#-M-10x10(5) y , 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04, 1-00 20-06 pt JOB NAME : 5-A POLYGON NH - C3Sala: 0,1661 �c�0�-\y\�,IINO/}.6.,sd,,_ WARNINGS: GENERAL NOTES,unless otherwise noted: SCJ v/Z iII I -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual _'-92I I P E f Truss: C3 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 byAOPIP is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin ryw ( ) _ pywo g(rCshown rd all BC. DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON �(/ SEQ. : 6037163 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- 4, kik design loads be applied to any component. and are for"dry condition"of use. 9 y 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full beating /ng at all supports shown.Shim or wedge if O ' 14, `L ....\10- necessary. I D: 4065 ....\10- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c R fll'd I O- 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 II II II VIII III VIII I I I VIII IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,In C./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-506) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4=(-506) 111 LOADING 4-5=( 0) 86 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: ' 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus; Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. �QDND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.l 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 12 12 MAX LL DEFL = -0.002" @ 12'- 8.0' Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0.133" 7MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 14.00 34.0" 14.00 MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" /111, MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1111111111111 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 Lo0 co 0 0 ,� rc s� o c,'/-- ►-� 6 =�.. , M-3x4 M-1.5x3 M-3x4 A- ), ), y 5-10 5-10 > ) ), 1, 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 <(�EQ PD Scale: 0.3596 _� ���!'N�EA.,q Wo � WARNINGS: GENERAL NOTES,unless otherwise noted: L4 2 /7, -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !921 e P E r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ` +. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). / WNW, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4t 4.No load should be applied to any cbmponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �(/ SEQ. : 603 7164 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4/OREGON ,f\ design loads be applied to any component. and are for"dry condition"of use. / 43- rLQ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, nQ p necessary. VV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl RO- 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 111101 II 1011111 I III I 1111 TPI/WrCA in BCSI,copies of which will be furnished upon request. Digit coincideiiwith jointacenter 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 1E0IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0° GOND. 2 Design checked for net( psf) upl ft at 24 "oc s an c na TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING conforms to main win ndforcdforce-resistin BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system Designgn and components and criteria. ON BTTOM CHORD = 10.0 PSF yp cladding Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 1' . 12 lIM-4x4 12 14.007 3 N 14.00 �� 0 u; 0 co 071111111 0 u;� A1 IIIIh44 —/ M-3x4 M-3x4 /— ,L' y 1, y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 Scale: 0.3526 ��s ,GPRQp,,�. u.0 WARNINGS: GENERAL NOTES,unless otherwise noted: /`�/ 5/z ziT ' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f 921 I P E 1.-- TrussTruss: : D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• 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 �/� F y9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �4/11/0!- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 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. :TRANS I D: 406556 6037165 fasteners are complete and at no time should any loads greater than 5.Desiand argne assumesfor trusseson"areof to beuse.used in a non-corrosive environment, G, &I), design loads be applied to any component. "dry conditi / 9 y 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 0 14, 9-CN�P'� necessary. /1,� p ` f- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MF,I R '- 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request lines coincideiitwith jointpcenterteche. 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) EXPI RES:12/31/2015 111 1III1II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 2- 3=(-3372) 842 7- 8=(-680) 2954 2- 8=(-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3376) 838 8- 9=(-372) 1990 8- 3=(-1214) 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3446 750 9- 5=(-370) 1988 8- 4=( -156) 306 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 11'- 8.0" V 5- 6=( O) 86 4- 9=( -176) 84 BC UNIF LL( 522.4)+DL( 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF ILL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625) Connector plate prefix designators: REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l M,M2OHS,M18HS,M16 = MiTek MT series BOTTOMCHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOT OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" (,2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" Jpin together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed = 0.100" nils staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0° Allowed = 0.133" DU oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005° @ 11'- 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011' @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. T T T 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 N14.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 , in the plane of the truss only. M-3x5 E, 4r tIV 0 co M 5x4dIA CD o 1.o 4FAMIllia 1==1311 INEM____140-\ ul i" 7 8 9 o M-3x8 M-8x10 N-1.5x3 M-5x10 • o y y ***��551# y y 3-01-04 2-08-12 2-08-12 3-01-04 y 1, ), 11-08 WEDGE R=QUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH - D3Scale: 0.2557 �c�'S t GIIN EFFs1S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: C.t/- 1/ i.9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC !�S P E C. Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. / 3,Additional temporary bracing to insure stability during construction 2.Demon assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ -0 Cr C t1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON S E Q. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1� design loads be applied to any component. and are for"dry condition"of use. / q y r�Q �. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 1 4, P. necessary. 1 Qj fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MER R I' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In Il 11 II II Ill VIII I III VIII NI TPIMlines ?CA in SCSI,copies of which will be fumished upon request. coincide with joint center lines. 9.linesDigits 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 111IIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-217) 180 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50' 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" -164/ 19BV 0/ OH 1.50' 0.32 KDDF 625) C,CN,C18,CN18e (or no prefix)g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50° 0.22 KDDF ) = CompuTrus, Inc 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100' /- -i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1° Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" lam MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting v system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, nTruss designed for wind loads 0 in the plane of the truss only. moti0ca0 m0 o/- -/ 153, y y ), 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3' RD JOB NAME : 5-A POLYGON NH - J13 Spate: 0.4281 �<cvs-GPN�}pF��sswoA_ WARNINGS: GENERAL NOTES,unless otherwise noted: <G� !/1Z Z/I I _v-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. 7 92 l•P E f Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by AMP. DATE 8/22/2014 responsibility 9 designer. continuous sheathing such as plywood sheathing(TC)rathing(TC)and/or drywall(BC). f�,- the overall structure is the res onsibilit of the building 3.2x Impact bridging or lateral bracingrequired where shown++ Q 4SEQ. : 6037169 .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 Design assumes trusses are to be used in a non-corrosive environment, pL p ,`. TRANS I D: 406556 design loads be applied to any component. antl are for"dry condition"of use. 1 fasteners are complete and at no time should any loads greater than 5.5.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 9 y 2 4 0 fabrication,handling,shipment and installation of components. necessary. q +l p 1111.- \-X10, 7.Design assumes adequate drainage is provided. VV 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 MI III IIIII IIIII IIIII IIII IIII TPI/IMCA in BCSI,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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-581) 500 3-4=(-164) 90 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0° 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0° -125/ 122V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD GOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025' MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033' MAX IC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 7 0 system and components and cladding criteria. cm Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,i- in load duration factor=1.6, CD Truss designed for wind loads CO N in the plane of the truss only. o 1- CO CO 0 LOi 211M111.1111.1111. 1' - 6' o M-3x4 y y ), y 1-00 6-00 4-03 'PROVIDE FU L BEARING;Jts:2.6,3,41 JOB NAME: 5-A POLYGON NH - J12 n ,,A P E-14._ Scale: 0.2960 ��� ��/'N���,q /Q� WARNINGS: GENERAL NOTES,unless otherwise noted: G /7' -9 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. 1/921/PE 1-- Truss: Truss: J 12 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing mug(be installed where shown+, incorporation of component is the responsibility of the building designer. 410111. 3.Additional temporary bracing to inure 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 ��e DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,"4181.,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON AO �(/ SEQ. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4,OREGON A design loads be applied to any component and are for"dry condition"of use. / '9 y 2� �• TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if <) 1 4, 01'' 1P necessary. r V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � R'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 1111111111111111111 TPUWTCA in SCSI,copies of whi h will be furnished upon request. lines coincideiitwith joint ain che. 9.Digitsstldsize of plate ein inches.li . 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 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-636) 500 3-4=(-243) 97 TO LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -76) 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" 10.6" 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° -22/ 376V -213/ 495H 5.50' 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) M,M2DHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50' 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = -0.002° @ 10'- 10.6° Allowed = 0.088" MAX TL CREEP DEFL = -0.002° @ 10'- 10.6' Allowed = 0.117" !I MAX TO PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014° @ 9'- 11.2° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (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. co co 0 v 0 o -7 6'� C::, M-3x4 A- 1, y y y 1-00 6-00 4-10-09 'PROVIDE FULL BFARING;Jts:2,6,3,4' JOB NAME: 5-A POLYGON NH - J11 Scale: 0.2753 \�..‹i-` �jGPN OFA, f Fss% PtY WARNINGS: GENERAL NOTES,unless otherwise noted: �� ✓2 i/ "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' t 92•I P E 1-- Truss: Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' � P DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..../.001., DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+v 0 Z. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -y OREGON 4,/ S E Q. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v 27 yb & design loads be applied to any component. and are for"dry contlition"of use. / 'Q rLQ �.- T BANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, �Q necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 11-`„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I HO 11111 11111 VIII 11111111111111111 IIIII IIIII TPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19a6(MiTek) EX PI RES:12/31/2015 INV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-562) 497 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-139) 88 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" -22/ 375V -199/ 435H 5.50" 0.60 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ) 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "pc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.007 load duration factor=l.6, 1 Truss designed for wind loads o in the plane of the truss only. v 0 cu cm o .-- 0 in of 5'-_- o M-3x4 ) ), )- 1, 1-00 6-00 3-11-09 IPROVIDE FULL',BEARING;Jts:2,5,3,4I JOB NAME : 5-A POLYGON NH - J 1 O ���E� PROFFss Scale: 0.2937 ���J ��C?'N��Ej�, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: AGI !/(. /�T -7 1. 1.Builder and erection contractor sho Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 921 I P E f Truss: J10 and Warnings before construction mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by 44 P P Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` r!.- DATE: 8/22/2014 the overall structure is the responsiiility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G, W ,�D design loads be applied to any component. and are for"dry condition"of use. / j. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim Sr wedge if 14, 2.(3,,v..."- necessary. /�,�fabrication,handling,shipment and,installation of components. 7.Design assumes adequate drainage is provided. '% R o'��„ 6.This design is furnished subject to t}�e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center A III I II II II II I IIII I I IIII IIII IIIITPIIWTCA in BCSI,copies of whict(will be furnished upon request. lines coincide with joint center lines. inches. MiTek USA,Inc./CompuTrus Stbftware 7.6.6(1 L)-E 1 9.0.Digits indicate size of plate in For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-483) 427 3-4=(-111) 48 TC LATERAL SUPPORT 0= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 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/ 378V -179/ 391H 5.50" 0.60 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625)= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I f- -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V' Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v0 00NO r,-� ////,. c 5._- -/ O -3x4 y 1, ; y 1-00 6-00 2-11-09 !PROVIDE FUIL BFARING;Jts:2,5,3,4I JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 �c=.1 Y\�fGPN�ypF�gF`s`�j� WARNINGS: GENERAL NOTES,unless otherwise noted: 4, v/��/I , �-9' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 .PE r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 44101111Pcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '/W. - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9OREGON t(/ SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2j \ ,` design loads be applied to any component and are for"dry condition"of use. / 4/r TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, 2.0 '�' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFR R 1�`` c- Y 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11 III 11111 IIII! I IIII II 111111111 IIITPI/WTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1. 11EIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5,50" 0.22 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M16HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" IA TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I 12 li Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), cm load duration factor=1.6, o Truss designed for wind loads v a, in the plane of the truss only. 0 0 0, 0 cD La 11: 111111111. 1 of- 5►m - 0 M-3x4 A- . J‘ 1, y ,1- 1-00 1-00 6-00 1-11-09 (PROVIDE PULL BEARING:Jts:2.5,3,41 JOB NAME : 5-A POLYGON NH - J8 .<(-- D PROFFss Scale: 0.3559 ��� ���;'N���,q '�Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 2 I7' -.. J8 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 1 I P E f Truss: J 8 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 �/� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or tl all BC. _�. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where hown++ ( ) ��Q'"" �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON .r,7 S EQ. : 6037174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, _ „_OREGON A. .t design loads be applied to any component. and are for"dry condition"of use. 2 -�. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if y /4, �P necessary. /14 /3R11-‘" 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 1 f-\,. 6.This design is furnished subject tolthe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IRON II II III II IIII I III IIIII IIII III TPIIWTCA in BCSI,copies of which will be fumished upon request. git coincideniwith joint ate inr 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-1986(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-334) 185 3-4=( -83) 0 IC LATERAL SUPPORT 4= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. DDND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' / 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0,002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3° Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, ti Truss designed for wind loads v o in the plane of the truss only. 03 CO 0 rn 0 in �/- 5_� 0 M-3x4 ) > ), ) 1-00 6-00 0-11-09 'PROVIDE FULL BEARING;Jts:2,5,31 1 JOB NAME: 5-A POLYGON NH - J7 Scale: 0.3882 co, e` ' P►v oFF0"n WARNINGS: GENERAL NOTES,unless otherwise noted: ' /z Zl -v-9 , I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 92 S S P E f Truss: J7 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 �'� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4 (,r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON �(/ SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4 �� design loads be applied to any component. and are for"dry condition"of use. / -(/).- 0 1 4' 2° �- T BANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �A necessary. c c_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I I-� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II II 1IIII III(IIII I I IIII IIII IIII TPI/VVI-CA in BCS',copies of which will be furnished upon request. git coincide with jointain inches.9.Digitssasize of plateeto . 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 IIIII I I lIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. net(-5tsf) uplift at 24 "oc spLcing.1 5-11-00 THE BOTTOM CHORD DEA/rD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads CD in the plane of the truss only. up v 0 m 0 OD 0 r/- toitiiimimm o/- 40.C2N 0 M-3x4 f- 1-00 6-00 (PROVIDE FUIL BEARING:Jts:2.4,3I _ • . PROFFS JOB NAME : 5-A POLYGON NH - J6 Scale: 0.4179 Cr,/�lQIIIN E/ppIq' s/�1 WARNINGS: GENERAL NOTES,unless otherwise noted: �C\ v r5/r�i/, I OiP 1.Builder and erection contractor sho Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. 7,92s I PE r- Truss: J6 and Warnings before construction mmences. 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 insire stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Aiiiir '=e DES. BY: E E is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ��. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 !,r 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 �(/ S E Q. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive environment, G 4,OREGON design loads be applied to any component. and are for"dry condition"of use. / q j. S TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2•C)\�P`� necessary. p C- fabrication,handling,shipment and..installation of components. 7.Design assumes adequate drainage is provided. rl RIO, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideiiwith joint centerche. 8.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 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 375V -100/ 227H 5.50° 0.60 KDDF ( 625) 4'- 10.8° -166/ 179V 0/ OH 1.50' 0.29 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 70V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029° /- -i MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039° MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470' MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705' V MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6 CD Truss designed for wind loads co in the plane of the truss only. v o cc, v 0 N- c) r/- LO �� oi o� �� �E04 -/ M-3x4 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5-A POLYGON NH - J5 Scale: 0.4549 iso- ,.ct, OIN,q,.. wo WARNINGS: GENERAL NOTES,unless otherwise noted: //fZ Z�17' -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 11 92••P E f Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper Ater, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d all BC. �. DATE: 8/22/2014 eR s ( ) ` ,. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � //� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "y7 OREGON tx `G/ SEQ. : 6037177 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, N. design loads be applied to any component. and are for"dry condition"of use. / '9 y 2.°_, .° ..1t. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, AP necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FPRO- 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 (IIIII II II IIIII III IIIII I III IIIII III III TPIAA?CA in BCSI,copies of which will be furnished upon request. git coincide withizjointche. 9.Digitssoicde size of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 Ill 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 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 IC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KODF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ) 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 1 g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. psf) uplift at 24 "oc soacin .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" 3-11'-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 1/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105' /- -/ MAX TC PANEL LL DEFL = 0.054" @ 2'- 2,1" Allowed = 0.367' MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 I) MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00 v not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v N O co O/- prii O O ► ►4 M-3x4 y y 1-00 6-00 !PROVIDE FULL BFARING;Jts:2,3,4} tri PR OFFS JOB NAME : 5-A POLYGON NH - J4 Scale: 0.5091 \c� \`�GINE�p7 Q' spA- WARNINGS: GENERAL NOTES,unless otherwise noted: Cd.1 VI �/I I -9 'Trus1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. 7,921OPE 1-- Truss: s: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and 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)C and/or d '/r PcA 9R s rywall(BC). ��.DATE' 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � 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. 'y420'47,4, OREGON �1.(/ SEQ. : 6037178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,\D design loads be applied to any component. and are for"dry condition"of use. / q y Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q '�[}, 2. �A� necessary. ,1- `- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '✓ILi R I1 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 tl Il 1.. IIIIII II II II II)III)III I III VIII)III!IIITPI VJTCA in BCSI,copies of which)w 11 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 11M 111 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=1.0D TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-81) 106 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50° 0.09 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. QDND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129" 2-11-09MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339' f- -/ 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 7 F/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v o.) 0 c o,_ to ��0 CD ►� ►t4 M-3x4 1 ,- .1, )/ J, 1-00 !PROVIDE FULL BEARING;Jts:2,3.4[ 6-00 JOB NAME: 5-A POLYGON NH - J 3 ���E° PRoFFss Scale: 0.5712 � �����/�„p �r�2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ /,, -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -T92.OPE r. Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. �.- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown++ ( ) -16 (C 4.Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 77 OREGON �(/ SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 4, �tk s� design loads be applied to any component. and are for"tlry contlition"of use. /O -9y.- 14, 2� T TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �Q, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FPRO- 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 1111111111111111111111 TPI VJTCA in BCSI,copies of which will be furnished upon request. git coincideitwith joint in inches.9.Digitssidsize of tplate eto . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 111111111 II IIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL(. 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF625 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 • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2• Design checked for net(-5 psf) uplift at 24 "oc s ao cing I BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-09 MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" T f MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0,254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00 VMAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" /- -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I Q Design conforms to main windforce-resisting V system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, A , Truss designed for wind loads o in the plane of the truss only. "' nr N c) co of__ CD uo c) ►14 -/ M-3 4 / )/ y 1-00 1PROVIDE PULL BEARING:Jts:2,3.41 6-00 c�Ep PROFFS JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 5� GINE/yp/�_'l 1s� WARNINGS: GENERAL NOTES,unless otherwise noted: �CI v /z z/' I O-'j1 1.Builder and erection contractor shorjld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr !921 O P E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing mustlbe installed where shown+, incorporation of component is the responsibility of the building designer. 411111111" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '/' DES. BY: E E is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...."'Ir•.- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -p OREGON (/ SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Z- 4, . , •4 design loads be applied to any component. and are for"dry condition"of use. / '9 j,• 0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2 �P0"" necessary. p 1 `- fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. "tl R 11_\^ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II IIII IIII(IIII I III VIII IIII IIII TPIAA?CA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter 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 1E 110111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2-4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL lQDND. 2: Design checked for net(-5 p )uplift at 24 "oc s ap ci_na� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001° @ 0'- 7.9° Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007' @ 2'- B.6° Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020° @ 3'- 3.8° Allowed = 0.339" 0-11-09 T f MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, /- -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r o N- 0 v 0,,,__ r CO 0 MTA LC) N O/- �� ��4 3x4 A- 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 ���EQ PR OP46, JOB NAME : 5-A POLYGON NH J1 GINE Scale: 0.6505 C�5 /zz/{�,q 0A- WARNINGS: GENERAL NOTES,unless otherwise noted: 44/ /7' v-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 S 921 O P E r 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. 0111111111" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'* DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...o.#.41/1V,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ cr. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.. p OREGON �(/ SEQ. : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assues trusses are to be used in a non-corrosive environment, G 4/OREGON tx 4 design loads be applied to any component. and are for"mdry condition"of use. / x/fr 20 .� TRANS I D: 406556 .. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, nt� necessary. 1 ` V[_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R 1 L\- 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 11111011111111111 TPI VJTCA in SCSI,copies of which will be furnished upon request. git coincide with jointain inches.9.Digits 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-1986(MiTek) EXPIRES:12/31/2015 III IIII 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 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" T 1/ MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" 6 MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0,011" @ 4'- 8.6" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting o system and components and cladding criteria. T Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, co M-4x6 Truss designed for wind loads ;1 in the plane of the truss only. O ._ 7 99 - 9 u; FAtmm�r�m in N B o M-1.5x3 M-3x4 M-3x4 M 3x4 y y y 2-03-12 3-08-04 y y y y 1-001. 2-05-08 4-06-01 y y 6-00 0-111-09 'PROVIDE FULL BEARING:Jis:2,4,9,5I JOB NAME : 5-A POLYGON NH - J7C ���"D PRoFFss Scale: 0.2881 ��J ������� /0WARNINGS: GENERAL NOTES,unless otherwise noted: L, -9 1.Builder and erection contractor sho ild be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 S P E 1--- Truss: J 7 C and Warnings before construction oommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing musts,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. dditionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �' P Y R continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�►. DATE: 8/22/2014 the overall structure is the responsibildy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ')7 OREGON 4(/ SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 27 11)' 4, design loads be applied to any component and are for"dry condition"of use. / 41' 2.° 'E' TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, nP necessary. V fabrication,handling,shipment and'installation of components. 7.Design assumes adequate drainage is provided. MER RILL 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 1111111011111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus S�ftware+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 Milli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 2B6 3-8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ 0H 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8° 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50° 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6° Allowed = 0.196" MAX IC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295° 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" T T MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" /- - MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 11JMIM6MIIL° ° system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v `Ov; 0O08MI oyo ), y y 2-03-12 3-08-04 > J' i' ). 1 00 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING:Jts:2,4,8.51 JOB NAME : 5-A POLYGON NH - J6C Scale: 0.3244 .c. - G?N oFFsis, WARNINGS: GENERAL NOTES,unless otherwise noted: 4, iz'"/! l '9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. -920 S IDE. f Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -111 !!Q''.- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON ` r SEQ. : 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G• 2f \ A. design loads be applied to any component. end are for"dry condition"of use. �O y 1 4, Z� A'{- TRAN S I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ilitiFill.-\- 6..This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I III 1IIII I III VIII IIII IIII TPI VVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint in inches.9. Digitssincde size of tplate eto . 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 III 11 11 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 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0° O.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=) 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3-8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC, UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KODF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1,50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1XPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007° @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" 'r l' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" /- MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004° @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting /IM-4X6 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. v 0 CO 'TA - tn o�CD A- /1., y y 2-03-12 3-08-04 1, ), y y 1-00), 2-05-08 3-06-08 i 6-00 (PROVIDE FULL BEARING;Jts:2,4,8,51 ��Ep PRQ1 JOB NAME : 5-A POLYGON NH - J5C Scale: 0.3224 5. GIINE/1A(71y' s, WARNINGS: GENERAL NOTES,unless otherwise noted: �GI�\ � I �/' I O�-9 1.Builder and erection contractor shoe Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. '92•IPE f Truss: J5C and Warnings before construction ommences. building component.Applicability of design parameters and proper Aller: 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 ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector. tlditional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/ord ( ) _ ' Pcing her ) rywall BC. DATE: 8/22/2014 the overall structure is the responsi ility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '-9 OREGON 4,/ SEQ. : 6037184 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, 4,6' 6\1;' 1; ,` design loads be applied to any combonent. and are for"dry condition"of use. .9y TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 9.-,v...1- necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MFo r�ILA- 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 �l I'l IIIIII II II 111111111111 III I III VIII I I'I VIII(III(III TPI WlCA in BCS(,copies of which will be furnished upon request. git coincideiwith jointacenter lines. N9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus S©ftware+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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-7=(-5B) 82 7-6=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 0 6-8=(-7D) 98 6-3=) 0) 52 WEBS: 2x4 KDDF STAND 3.4=) -14) 44 3-8=(-119) 86 LOADING 4.5=) 0) D TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" '( T MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" A- 5 -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 7 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. M-4x6 O Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 41Pload duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v v N O CO O AM T '7/- - 181=446 -/ c) o M-1.5x3 o �� " M13x4 0 M-3x4 M-3x4 f- 1, > Jr, 2-03-12 3-08-04 > > ) y 1-00 y 2-05-08 3-06-08 y 6-00 [PROVIDE FULL BEARING;Jts:2,4,81 � �EO PRQFFss JOB NAME : 5-A POLYGON NH - J4C Scale: 0.4172 � iili1 °� WARNINGS: GENERAL NOTES,unless otherwise noted: 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 3 O P E f Truss: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.s.and at 10'o.c.respectively unless braced throughout their length by `�!� // DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q SEQ. : 6037185 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. A_OREGON 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, 4G. "� Glx �1 design loads be applied to any component. and are for"dry condition"of use. / '9 y 20 A'�- TRANS I D: 406556 5.CompuTras has no control over and assumes no responsibility for the 6'necessary.assumes full bearing at all supports shown.Shim or wedge if O 14 �`_ fabrication,handling,shipment and installation of components. - MFR R 14\^ p P 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 IIIIII II II VIII III VIII I III VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. git coincide with joint ain inches.9.Digitssdsize of plate eto . MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 III IIII 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(-58) 82 6.5=) 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.0. 2-3=(-150) 0 5-7=(-70) 98 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-7=(-119) 86 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ) 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16= MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 1 -09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" s -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006° @ 1'- 2.4" Allowed = 0.196" M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" 14.00 7 A) MAX HORIZ. LL DEFL = 0.005° @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006' 8 5'- 8.8" NOTE:Design assumes moisture content does TON446.. not exceed ION at time of manufacture. o Design conforms to main windforce-resisting U1 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i a load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. in .G g8o, _ m o � ::1 M-1.5x3 ,V �� 0-3x4 c M-3x4 M-3x4 ), y y 2-03-12 3-08-04 y y y y 1-00 ), 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME: 5-A POLYGON NH - J3C Scale: 0.5570 �\co���`�\�y(G/pN�J���7jFjp�`s`�'/per WARNINGS: GENERAL NOTES,unless otherwise noted: (V]/Z�/I I 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' 0 921 I P E r Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing muss be installed where shown+; incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insrtre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. '/r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G ,�OREGON �(/ SEQ. : 6037186 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, ,gyp design loads be applied to any component. and are for"dry condition"of use. .9},,. Q TRANS ID: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2 .„,.€.1.- necessary. qfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 44 /3 r�I L� 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 �l Il IIIIII II II VIII I III(IIII I III VIII IIII IIIITPI VJfCA 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(-30) 39 6-5=) 0) 8 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3.(-96) 0 5-7=(-43) 53 5-3.) 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3-7=(-56) 45 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" D.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50' 0.16 KDDF 625 Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osft uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T MAX LL DEFL = 0.001" @ 1'- 4.2' Allowed = 0.069" MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179" 12 MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 14.00 V MAX BC PANEL TL DEFL = -0.013' @ 3'- 4.2" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" MAX HORIZ. TL DEFL = 0.002° @ 5'- 4.7" M-4x6 gg 4 notEexxceedn19`bassumes timemoisture manufacture. �� o Design conforms to main dicladdingrcriterig system and components and cladding criteria. M CD Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cr load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o co o� MI 7A . -►� • 0 _ill M-3x4 in o 0 M-1.5x3 C/- ►� • 6 0 M-3x4 M-3x4 1 > y ), y 1-03-12 4-00-15 0-07-05 y y y ), 1-00 1, 1-05-08 4-06-08 y (PROVIDE FULL BEARING;Jts:2,4,7! 6-00 ��EQ PRQP JOB NAME : 5-A POLYGON NH - J2C Scale: 0.6194 r WARNINGS: kJ 17 J 9/2 Z/ JO-v GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC S S P E Truss: J2C 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 ` //� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�P, - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 410 CZ" 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. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G.Q of 1� . design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. '9 y 4, 2� A'j- A TRANS I D: 4065566.Design assumes full bearing at all supports shown.Shim or wedge if �`_ necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R i l.\• 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 1111111111111111111111 TPI WTCA in BCS(,copies of which will be furnished upon request. git coincideitwithzjointche. 9.Digits idsize of tplate o inches.li . MiTek USA,InC./ColltpuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IHHDIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. net(-5 osfl uplift lift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 7'- 11,1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12. ' Design conforms to main windforce-resisting system and components and cladding criteria. 7.00( Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co o to c 0 m 0 r/-- All C � llM 0 o� 21.--- 1 40=41 M-3x4 y yy y . 2-00 2-00 5-11-13 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ2 Bcale: 0.4859 �5.<(- PR �N'DF�q�sso WARNINGS: GENERAL NOTES,unless otherwise noted: kr VI L i/I 1 17 1.Builder and erection contractor sho Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C !92•IPE 1.-- Truss: SJ 2 and Warnings before construction mmences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E 2'o.c.and at 10'c.c.respectively unless braced throughout their length by • is the responsibility of the erector. ddilional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or drywall(BC). ' the overall structure is the res onsi Ho of the buildingdesigner. p c 9R ) `�� DATE: 8/22/2014 P Y 9 3.In Impact bridging or lateral bracing required where shown++ f/ St- 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 , OREGON 4(/ SEQ. : 6037188 fasteners are complete and at no ti a should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,\p. design loads be applied to any component. and are for"dry condition"of use. �/ .9 0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q )' /4, 2 tiZr necessary. A- v.�f- fabrication,handling,shipment and l installation of components. 7.Design assumes adequate drainage is provided. 4/1 -R R I 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n f' IIIIII II II VIII I III VIII I III VIII II''IIITPIMiTCA in BCS',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 Spftwafe 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 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.1. 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50' 0.10 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,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 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ I'- 5.1" Allowed = 0.407" 7.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" / 3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. in N 0) 0 C) oy- � o El o/-- 2► 4 M-3x4 • A- 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3I 1-‘1 JOB NAME : 5-A POLYGON NH - SJ1 ,,ED P Ept.„ Scale: 0.6869 ��� ��12l./I! s/o�9 WARNINGS: GENERAL NOTES,unless otherwise noted: (] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q fil92,1 O P E r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 461111.... DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '��- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. : 6037189 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7G. t" �� design loads be applied to any component. and are for"dry Condbion"of use. / '9 y `1°.\nA^�- TRANS I D: 406556 5.CompuTws has no control over and assumes no responsibility for the 6'necessary.Dassumes full bearing at all supports shown.Shim or wedge if /: 14, V _ fabrication,handling,shipment and installation of components. 4I R R I L\- p P 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 1111111111111111111121111111111 TPI WrCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.9.Digitssdsize of plateete . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-82) 64 WEBS: 2x4 KDDF STAND LOADING 3-4.( -7) 3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0' 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF 625 LL = 25 PSF Ground Snow (Pg) 5'- 9.5° -27/ 235V 0/ OH 5.50" 0.38 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4' Allowed = 0.476" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 1 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" .00 ii NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, it (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. Co v r' "1 Co O N iiN La r/ II M - - II 0 o� 2�� --------'5 --/ 1 M-3x4 M-1.5x3 / y y 5-05-12 0-03-12 y y y 2-00 5-09-08 JOB NAME: POLYGON PLAN 5A NH - H2 Scale: 0.6156 ��.<(- P1N /��ry�p�wo 00 WARNINGS: GENERAL NOTES,unless otherwise noted: C(y f ,J// / -9 H2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i!921 1 IDE t. Truss: 1 u 12 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 inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'��- DATE: 9/3/2014 P Y 9 3.2x Impact bridging or lateral bracing required where shown++ 4 Q SEQ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON S E Q. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G 1�` ��C/ design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D: 40731 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifn �O y y q 2� T fabrication,handling,shipment and installation of components. Decessary. p C?)\>' 7.Design assumes adequate drainage is provided. MR A I 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ��ll fl 1� 11111111111111121 TPI MCA in BCSI,copies of which will be furnished upon request. it coincidetwithzjoint ate in ches 9.Digits indicate size of plate in inches. MiTek USA,Ino/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 IIIIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) 2'- 6,2" -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc �acing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 d- 0 N O r OIII � alai0 MT AM 4 1 M-3x4 A- 1, .1 y 2-00 2-07 ��rcQ PRQ- JOB NAME : POLYGON PLAN 5A NH - H1 Scale: 0.7786 5 WARNINGS: �\ G2l /p-v GENERAL NOTES,unless otherwise noted: 9 H1 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual !92/_,P E 1-- Truss: Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,m/Ii.,- DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ki SEQ. : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1G 4, 1b / design loads be applied to any component. and are for"dry condition"of use. / -1y., 2�nA�- TRANS I D: 40731 1 5.CompuTms has no control over and assumes no responsibility for the 8,Design assumes full bearing at all supports shown.Shim or wedge if O14, V c_ necessary. � 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `R RIO, � _'s- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIII III 11 11111 I III VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideiiwith jointain nche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015