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Plans (110) Ms-- ac--Ck *\L v & S•ci Si.M3CACvU ''''t 401-0' AR1 AR1 , cs0 N W. ► Mr ► ► VijilL: J2 J M,kJ3 \� J4 N • em 7:92 Je J7 J7 J; J8-- vN •_ v .- - - J9 J1' �y � m y J10 J1 f J11 `V JI °" ' $ J7 7:,2 ! !/' - r I J120g Ce 14:12 FIOU826 MS Mg . CONFORMS TO DESIGN CONCEPT .- Z.4 , 111 CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN I 11r� 1 ' Q CONFORMS TO DESIGN CONCEPT El -- p 0 REOVIS ONM NTOO EDESIGN CONCEPT WITH NON CONFORMING RLDII VISE AND RESUBMIT0 NON CONFORMING REVISE&RESUBMIT THIS SHOP DRAtiIN HAS BEEN RE !1 D FOR GENERAL CONFORMANCE '!N 2Y,r V. 0. [' ) dhw: WITH THE DESIGN CONCEPTONLY AN OES NOT RELIEVE M g )Q =ABRICATOF,Y IDDR FES' NSIB LI 1 FOR CONFORMANCE WITH HE 1/ s ,.oA1 . PECRCATIC DESIGN DRAWINGS ANDSPECIFICATION ALL . W rl nA r Hit Bva Alexia Fukw 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 r ©Copyright CompuTrus Inc.2006 bUILUEH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW PLACEMENT ONLY.REFER TO 03/27/14 TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL .SIGN R/E GINFOER FURECER PaNDifi ' umber PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER 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 ` REVIEW AND APPROVE OF ALL S `'' 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. MiTeW 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. cD PRO Pess Co h� 029 f 2PE A p ./,, OREGON cl, ltt % A. 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. MIN IIIIII A, 10 a MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-89 UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 0-tONIO 6, flc" O' WA3/14.klfr t2 'Y ,i149639 GIST' ,q ge ' t. ,s ONAL 1r,. . April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjzOQU7 2-6-0I I 2-2-9 1 1 1-2-0 H I 2-4-11 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 •_ _ o 0 • id N '- / 111411411411111111111111111411141! \ e / o `\! N ° e e 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 9-11-9 10((1r1 111-3-1 1 1 16-4-12 1 9-11-9 0-t- 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,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress 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. t,�ONIO TOP CHORD 2-3=2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 p l �{1, BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 C'0$ 01 WAS. .., Wq, WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 NOTES to (� - O �j 1)Unbalanced floor live loads have been considered for this design. �— iN 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. tc 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. 'Yfl 4963� QrSTES LOAD CASE(S) Standard %NALG �� 0 PR p figs ( �,-yG1NE s��p `x' 87022P1 f' _ - -7:„, cV �4, OR GON c�`�4Alf M �I 1 A. C� BER ©`' A- HS P EXPIRES:06/30/2015 April 22,2014 it A WIt8NTiS-VerittydesignyaraosetrsandREALMATTESONTHISANDr!M(2UDEDMIIEKREFERE!A PAGE FfII-1473rec1/79/1014BEFORFU �� 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M-Se + fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MPf1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Of Southern piecP humble is apesWed,s#te deign ratites tot those effective Oe/G1/201.1 by ALSC 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:j7axn40sHnThlyaUAczwOszXl UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-60 I I 2-0-11 I I 1-2-0 I I 1-0-9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e — 11111111111111111141111111111111114141111f e eJo.. _ 10041444414444444441 _ 0 in y N e a e e e e o 1. 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 =- 10-6-3 10-6-3 11-2-11 I 9-9-11 911f3 111-1-3 1 1 14-10-12 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(XV): 110:0-1-8,Edoel,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 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/TP12007 (Matrix) Weight 66 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'tONIO TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=1912/0,5-6=-1912/0,6-7=-1912/0 �1 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 0� O'WAS, 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 C A _ G' 'r ' O. NOTES to "' SA 1)Unbalanced floor live loads have been considered for this design. - I , 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. �T 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd 49639 �/ be attached to walls at their outer ends or restrained by other means. Off, 'x` 05 I �/ 4 IS LOAD CASE(S) Standard",,ONAL 1 ��ck0) PRark- �c\� �NGINe .R �'©may `r' 87022PE r / y fi'aj, OREGON f 4u/ �SA. HO; EXPIRES:06/30/2015 April 22,2014 t e ®WARNING-Verify design parameters and READ NOTES ON THIS AND IM J,SED MITER REFERENCE PAGE f4f1-1413 re c I/21/2014 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 il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the /"�e6�' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FYI ® 4i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 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 Soutrsawn•Pine OP)lumber is specified,the design view—inert these effective 0&/G1/201.3 by ALSO . 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-rUStNmJLR8cx51ZUTtjxcvUWybsw6pZcG0fs?czOQTz 1 2-6-0 I I 2-5-1 I I 1-2-0 1 1 2-4-11 { Scale=1.28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 o O N ,..1 e e ,,x%" All, 47 1 Ah' 12 11 10 4 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 1 16-7-4 1 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edael,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress lncr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. `14 cO I TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 Y*' BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 o C? WASitti 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 ( �s. f ^�Nfy NOTES f ., Q. 1)Unbalanced floor live loads have been considered for this design. i ill 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'ri! 11 be attached to walls at their outer ends or restrained by other means. �j'J 4963c� LOAD CASE(S) Standard 9 ' LISTER 4'101sIAL O. Ria ' PQF �s .0„,4vo � 8 • 2PE /9r t>, OREGO 43)AO 9O BER ,,i �a OS 4. Her P EXPIRES:06/30/2015 April 22,2014 t , a WARNIIE-Veldt)*design parameers and READ NVITS ON THE AM iNaUDED MIER REFERENCEPAGE 01/1-1•173 rev,1/29120I4BEPJREUSE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. INIII4 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 ��I�i k� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern:Pine Poi ismsbes is specified,the design values are those effective 6063/203.3 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 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1 - 1-411 ii 1-2-0 1 1 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N • O _ O _-N, 9 O O 0 9 O 90 Be b 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 i 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): I12:0-1-8,Edge1,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/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=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. 0,TONIO �j +„, 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 oc? ©v 4 AS T, 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, (-' kt{ , • G'J� 6-13=-860/0 ' F: �r O. 1t. " NOTES Z t2 4' t,1 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. ,-1, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,4- 4963} x 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 O .GIST> +4' be attached to walls at their outer ends or restrained by other means. ‘ LOAD GASES) Standard �470ISIALV''.1 iri zcr��ca �GIN� 6) f0* 87022P; r 4 9-0TFORGONct, ©zL� O M8ER 't �CN ' A. HE- EXPIRES: EXP1 RES:56/30/2015 April 22,2014 A WARNING-Vert'design paralne7rs and READ NOTES ON 1St/S AND INCLUDED MITER REFERENCE PAGE r/11-7473 sec 1/25/2314 9EFORFUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Ilii., 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 MiTele 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 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 IN/South-ere Pine(SM lumber is spec fi*d,the design valoes are there eftecsive 0+G/G1j2013 by ALSO 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:j7axn40sHnThIyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1 1-3-0 11-1-1 I I 1"2"0 I I 2-4-15 I 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 :4i I, \IS ..e.." N o o e o t. 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 14-5-9 5-0-91I I 70-9-8 14-5-9 6-7-n 6-7-0 5-1-15 Plate Offsets(X,V): 112:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "VONIO TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-424710,7-8=-4247/0, 8-9=4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, O''()V WAN 13-14=-3519/0,14-15=3519/0 CJ Ai r''�"' G'' 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, '2" ii 1R. LTJ io 19-20=0/3519,18-19=0/3519,17-18=0/1990 , " '' Z' tS' 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, - 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, C' 12-20=0/1057 47 NOTES 49b39 ,�r�w,� 1)Unbalanced floor live loads have been considered for this design. �'('C, fi ISTE 6 2)All plates are 1.5x3 MT20 unless otherwise indicated. NAL 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 3-104(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .sk04 PR 0pess LOAD CASES) Standard AC, GINEje 7 kc- 870 2PE I-- , cv g fiA OREGON q, <tti k", $ER \� _x""/OnA HeT' EXPIRES:06/30/2015 April 22,2014 9 ®WARNING-Vevey design yaraale rs and READ NOTES ON THIS AND INCLUDED MI1EK REFERENa PAGE MIT-1473 re R i/29/2;I4 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. l9 Applicability of design parameters and proper incorporation of component's responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is se ec'ted,the design values ane these effex ive# WD1/2013 by ALSO Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP FO6 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:j7axn4OsHnThIyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 I III 0 IIPfrgiMlIllIllIllIllIllillIllillIlliqllIll—III NM ME III 5 pr4 4 3x4= 3x4= 9-114-1-0 I 1-6 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NI0 NOTES 1)Refer to girder(s)for truss to truss connections. o Oj Vtf 48th j* 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 'G' „ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,j .K. �' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ",'" Q+y L3` tt , tri be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard t,tt<"- f o ,��49b39 „...„),:c -4014At VII ?-° PROP �4-0 s/O)` 87022PE ter" N y ��;,, OREGO �,`�' ur1V o aER Q`.; 4. He EXPIRES:06130/2015 April 22,2014 1 i ®W4RNING-Verify design patarnehtrsand NEM NOTES ONTHIS AND INCLUDED MIEN REFERE PAGE f471-d47?rex V19/2014BSJREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��,��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 NSouthern Pine j5P}honest is specified,this design vetoes are those effective 06,621.12013 by MSC 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. Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=130.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 N e e s e .e e 0 �, 19 IM 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-014 17-5-4 1 1-10-12 0-1-8 15-5-0 Plate Offsets(X,V): f2:0-3-0,Edael,f8:0-1-8,Edael.f13:0-1-8,Edge1,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) {ONIp , FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. p, 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, 0$ Ov V1rA$j"r, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 `W BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 4 m I 12-13=0/9090ie = S WEBS 9-13=408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES d+}+, 49639 k/ 1)Unbalanced floor live loads have been considered for this design. c} � ,-Q'`�C� czszR 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. S� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `�0NALV 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131 X 3)nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. � .i) PR 4FFss The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C. 0NG1 NEER /O LOAD CASE(S) Standard 1.4 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8702PE Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) tp f11 Vert:1=-304(F) fi'0� OREGON rLJ 111 .9On"A.LASER ",� � 1.3 p 'q A. Nei EXPIRES:06/30/2015 April 22,2014 A i9AR/IIMS-Verify design yarame trs and READ!'MMES ON MS AND MIMED MITE#REFERENII PAGE MTI-7433 rex,H/29/2oi4 BEFOREUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Mt. 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 !Yl��ek= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify CrIeria,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 Ss uthe-.re Pine)SP1 Iterates is specified,the desiis vessel ar+thews effective 06,gilif2013 by ALS( 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:j7axn40sHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 10x10 1 1 1-2-0 I I- 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 8 oe 0 N ee e e e e e3x4= 1d 9 8 3x4= 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 1 4-4-10 4161 8-6-8 I 3-1-2 0-1-b 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edoel,f9:0-1-8,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 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 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=0/665O 01,WAS:ttt { WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 (} G' NOTES ,Z j '= �Z, N 1)Unbalanced floor live loads have been considered for this design. ' I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 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 ?'' 49639 '` be attached to walls at their outer ends or restrained by other means. Q ''ct'G1STO• LOAD CASE(S) Standard 4,s, t� -<(-...0-.) <(-co \'O PR©Fess 8 • 2PE , t' si 7 ."0?,OREGO ct©// Or) 't'J&ER A, He 0P EXPIRES:06/30/2015 April 22,2014 4 1 ®WARNING-Verity design yaramefers and READ NOTES ON THIS AND IM2UDED MEEK REFEREt/ PAGE MI1-7473 rev.1/29/2O1d BETJRf USE Design valid for use only with M7ek 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 lYi� eIl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If S*uttvnxe Pine ISPY tsursSs er is sees lied,the design sutures axe ttacseetfactive 04/111/208.3 by MSC 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:j7axn4OsHnThIyaUAczwOszXl UY-fegSepO60_N4pgl epwgLrAjdNO2oWFDVey6ADGzOQTt I 2-60 1 0-5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 1 J e 9 N Ai r/ ' e e e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3r2- 3-9-6 1 4-4-6 1 6-2-8 3-0-14 1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o,'tONIO 1 TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 $ v WAS. WEBS 2-9=456/0,4-6=-424/0 1' 0 4 NOTES T lm" d c Q. 1, tfiN 1)Unbalanced floor live loads have been considered for this design. -,y 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 'Tr 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 strop backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strop backs to fit' .19:1,359-T 9 9 P 9 O t be attached to walls at their outer ends or restrained by other means. G .1O LOAD CASE(S) Standard N�,L- ,EQ PR©Fe . 6.�< G I N E 4 cep tt• 870 2 P <' ycn >" �-t>,L3REG N i lNNN c' aER V© �S & HE ''�� EXPIRES:06/30/2015 April 22,2014 t t ®WARNING-Verify design paransehtrs and REM NOTES ON IN/SA/ID fik/UOED M/IER REFERENa PAGE f471-1473 rex 1/29/2011 BEFO,RES& '� Design valid for use only with MiTek connectors.This design b based only upon parameters shown,and is for an individual building component. �Q 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 p erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mifeks fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 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 anwthsern Pine(SP}lumber is specified,the design values ace those effective 04/G1/2O83 by ALSO Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pack 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:j7axn40sHnThIyaUAczwOszX1 UY-feg8ep060_N4pg1 epwgLrAjc201 vWd_Vey6ADGzOQTt I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 e- o 0 N N Xe e e e 1(:: 9 e 8 e 3x4= 0�( 3x4— 3x4= 3x4 = I 3-1-2 3--10 3-9-10 1 4-4-10 416-8 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edae1,19:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `h, ONIG TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 t" BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 'L}v WAS171p: WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 �J ki' C' , NOTES r Q'2, N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 4c 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 be attached to walls at their outer ends or restrained by other means. 0,4+ ',fi0IS,i, � +41. LOAD CASE(S) Standard �'S'jOIdAL � CEO PR 4FFss 8 S 2PE � f' 7 4), OREGO riO40 '9O BER 1'� ©S k He. EXPIRES:06/30/2015 April 22,2014 1 1 ®WARNING-Verify design yartmefers and READ NOTES ON THIS AND MCLUDED MITER REFERENCE PAGE MII-1413 re V 1/28/2034 BEFORE f1S£ 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 6 responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction i the responsibillity of theANI!Ariel( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [Vi E 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Strutlrern Pine(SP1'isamber is specified,the design softie-safe those effective 06/01/2013 by ALS[ 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:j7axn4OsHnThIyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF_VetcsklizOQTs I 2-6-0 I I 2-3-5 1 1 1-2-0 1 1 2-4-11 1 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 N I-/ - 1141111111111411111111111111111114111! -00.1.......... \ a / \_ N e e NI 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-6-13 11-5-5 I 10-0-5 10-1113 11-3-131 1 16-5-8 1 10-0-5 0-4-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge},f11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.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. 01ONIO r,_ TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 `z BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 ©$ Ov WAS-4;� 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 CJ �, r NOTES Zr Cq j t Q1. VA 1)Unbalanced floor live loads have been considered for this design. t— 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. / 47 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 4' be attached to walls at their outer ends or restrained by other means. ` s X63 LOAD CASE(S) others)o9906 GISTESLICX 4ZS '1.'s, 870 2PE -7_,S. �Aj, OREGO 20 <O C c��j$ER \\ . EXPIRES:06/30/2015 April 22,2014 t A WARNING-Verify design parame'tnrs and READ NOTES ON MIS AND INCLUDED MILER REFERENCE PAGE 1411-1473 rex 1/25/2518 BEFOREt1S£ �� 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 IYI �(, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 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 Seuthasr,Pine}SP}}lumber is specified,the de gn values are thee&effective 06/O2f2O23 by ALOL Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) i 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:j7axn40sHnThIyaUAczwOszX1UYc0xu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 23-0I 1-- 1-4-11 ii 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o _ o a ,N, N O • ci e 16 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4=- 14-3-11 14-3-11 I 13-1-11 13-8-111 1 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edgel.113:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E 1 LUMBER BRACING 1 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0-cONIo .14, 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 © Oi WASxt„ 4 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, UA-ii -'110 6-13=-853/0 . '' '‘'' ;/1 — NOTES i 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. T 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d111,\\,,,,4:1.9639.).C2, 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 ?• s i$ , be attached to walls at their outer ends or restrained by other means. 0 LOAD CASES) Standard0 PR�� S��NG Fess w��. FA? 0,09 Q 87022P/ c~ • . 4 -y �Aj, OR GON rp 441/ �`s A. HS¢�P EXPIRES:06/30/2015 April 22,2014 1 1 A WARNING-Vedfydeignparadsetersand REM WITS ONMIS AND IPK21/OEDAWIIERREFERENI'TFAG£1411-1413see 1/29/2'314B5'7REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �s 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 fp� �g,RE erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [Yi 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 U Seetherw Pine(Spl iamtbex is specified,tine design vaiues tee these effective 06/01/2013 try 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:j7axn40sHnThIyaUAczwOszXIUYcOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4 ru 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 o0 ei o 0 - : N 1s 11 10° 9 4 3x4= 3x5= 3x4= 1.5x3 ll 3x4= I 8-2-9 1 8-9-9 1 9-4-9 I 12-0-12 1 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edge1,110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress 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 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 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. oNip TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=1183/0,5-6=1183/0 01 'rsrC,, BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/118345!t-Ss �1 YJa�S�r,, WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 W 9, NOTES /k ., ,,>r 1)Unbalanced floor live loads have been considered for this design. _CI k4 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/I-PI 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 "'r ' be attached to walls at their outer ends or restrained by other means. 49639 o -cGxsTCR ' LOAD CASE(S) Standard `�j0NAI. � "<<51%. 0 PRopts ��C3 \AGINE 9 s/0 870 2PE y �°©j OR EGO n X41/ On 8EB '+1 p. �`5 A. HE'04 EXPIRES:06/30/2015 April 22,2014 f A WARNING-Ve fydesign parameters and READ(/0TESON THIS AND INCLUDED POEN REFERENPAGE 1411-1473 re&4/25/2014HUMEUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x 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 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cilrus Heights,CA,95610 If Southern Pine 1511 lumber iu specified,the design vaiues axe thole effextdve QG/O1/2oi9 by ALSC 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:j7axn4OsHnThlyaUAczwOszX1UY-YP3fTBRd4CtWHIKP2mvH0OuKrdQGRS_4Za4OM1zOQTp I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 N • 7 > N A _ 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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&BV(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 otONIo NOTES ©7 p$WAS/N 1)Refer to girder(s)for truss to truss connections. GV. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ',N ?t , >� 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � {� ,. +- *y; tZ be attached to walls at their outer ends or restrained by other means. ' I 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. i 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). X 9639 t LOAD CASE(S) Standard O441 ' -.-"I \ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '51ONAL-0 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) �.Q,ED PROp,c— 4- 87022P1 c' yfiAj, OR GON ct�'OtU '�' 's$1.8ER \' ' ©S, A. HER • EXPIRES:06/30/2015 April 22,2014 it it A ARNING-VerifydesignparametersandREADNOT€SDNTHISANDIM2ggDEDAf115KREFERE7 P4556fII-7413 rex 5/29/2014BEFOREUS£ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. nR 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 p� ��_ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FYr fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-B9 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Soutirere pine(SP}lumber is specified,the design values are tiivae effective 06//01/2033 by A1.BC 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:j7axn40sHnThlyaUAczwOszX1 UY-4CVHGrQ?JVIfg8IDV202TpL6KD22izQxKwLrgbzOQTq 1-6-0 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= 8 0 o e 0 N7.-- tow Xe/ 8 e o 1 9 e e3x4 = / \ 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edael,f9:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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. ot ONIO 46, TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 C) OV WAS WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 V ¢ N0 rf � NOTES z /�*co T ai 1)Unbalanced floor live loads have been considered for this design. v.,.. I 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. t / 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `"' be attached to walls at their outer ends or restrained by other means. 4t3 4/ 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. 'et' GISM3— 'C, The design/selection of such connection device(s)is the responsibility of others. /ONfL � 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 E) PRQ/ tSs Uniform Loads(plf) Vert:7-10=-8,1-6=-80N Concentrated Loads(Ib) C••.•Co' AGN '19 j0,�, Vert:11=-169(B) y 4<- 87022PE r"" / to ATF OREGON clQ a/ O' fl ER On A. HEV1/4 EXPIRES:06/30/2015 April 22,2014 a ®MIME-Verily design parameters and RE40 NDIES ON MS AND lAtatiDED MEEK REFEREM2 PAGE MII-7473 reit 429/2014 BFF1REt1SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. I(�4 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI��Pr R, 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/TPt1 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 Pate(SPI lumber is speciftarf,the design values are those effective 06/41/2013 by ALSO , Symbols Numbering System I General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Fa lure to Follow Could Cause Property 1 /4 I ( •ma e or Personal In u offsets are indicated. Dg J ry Era= Dimensions are in ft-in-sixteenths. liTilik Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS .iagonal or x-bracing,is always required. See BCSI. 2. s russ bracing must be designed by aln engineer.For Q-1/,‘" 4 de truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I Q .racing should be considered. ILIIIIIIIIhi 3. ever exceed the design loading shown and never 1-. O tack materials on inadequately braced trusses. O 4. 'rovide copies of this truss design to the building For 4 x 2 orientation,locate 7' .esigner,erection supervisor,property owner and plates 0-"a' from outside BOTTOM CHORDS •Il other interested parties. edge of truss. 8 7 6 5 5. ut members to bear tightly against each other. 6. 'lace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE oint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ocations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. .esign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT he environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. nless otherwise noted,moisture content of lumber .hall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate la 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 bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. vs..' Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates oint ( number where bearings occur. j17.Install and load vertically unless indicated otherwise. ® l Min size shown is for crushing only. MI1MI10 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. and pictures)befoMre use.Reviewing pictures alone is not sufficient. e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MI MEI I 10 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 15-342_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642830 thru R45642844 Mylicense renewal date for the state of Oregon is June 2 1 g 30, 0 7. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 44I 87022PE -y SAT OREGON q,� 1.0 po F4l8ER 1\ \-\O 0S A. HEAP i:':Ii 7 . October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45642830 PL15-342_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:36 2015 Page 1 ID:j7axn4osHnThlyaUAczwOszX1 UYo8vet_mGshZN_EEXycl l tOApjdQmG7KxvddzZQyTrlr I 2-6-0 I I 2-2-9 11 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 i1110 — illiiir 0011 —111411111114111 ' e e 13 12 11 10 `� 3x4= 3x8= 3x4— 3x4 — 3x4= 10-8-1 11-4-9 I 9-11-9 10;111 111-3-1 1 1 16-4-12 I 9-11-9 0-t- 0-7-0 5-0-3 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) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress 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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c.\� 0NGINFE `o 2 Q 87022PE 9r / N cl`Aj OREGON (1'5)Otc/� 0MBER \\ O`) A. H - EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mii, Design valid for use only with MirebE connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642831 PL15-342_UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-GKTO5Jnvd_hEcOojWJpGPciz71 mx?cf48HMX5syTrlq 2-6-0 I 2-0-11 I I 1-2-0 I I 1-0.9 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e a —a N z, A° a e �I e o 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-11[3 111-1-3 I I 14-10-12 9-9-11 0-'1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,V)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=649/0-4-4,9=649/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. wc\� �NGINE�c'4 vD?i �- 870 2PE �9r 07 -0),OREGON rye OIC/� �' MBER � �`S A. HE EXPIRES:06/30/2017 October 13,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �4 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milok' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642832 PL15-342_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GKT05Jnvd_hEcOoj WJpGPciz11 le?ZI48HMX5syTrlq I 2-6-0 I I 2-5-1 I I 1-2-0 1 1 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 e - e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10{3x9 Pit-5-911 16-74 10-2-1 0-'I-8 0-7-0 5-0-3 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) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress lncr 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=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 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- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c.��F,ED PR0pk. �c..,N �NGINE �4 /\2y 87Q22PE �' id,i y(11)<\." 7"-‘' -0i, ORc] 1UN � BEFO `S A. HER�P EXPIRES:06/30/2017 October 13,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE PATI-7473 rev.10/03/2015 BEFORE USE. 14 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safely Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642833 PL15-342_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:38 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kW1 OIfnXOIg5EYNv41 KVypF4gR2BkO9DMx64dJyTrlp 2-3-0 1 1-4-11 I I 1-2-0 I I 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 a 1 \ O N `\! O O1.6 ogX/ e e , o 15' 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 13-8-111 j 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— [12:0-1-8,Edqe],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 IBC20121TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 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, 6-13=-860/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'L �� 87022PE vt— zit y CN Aj, OR (y; 4 �o AMBER 11 O °s A. HO; EXPIRES:06/30/2017 October 13,2015 4 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642834 PL15-342 UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Od 13 08:51:39 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkV 1 olOrQaTPhNbbrd9lyTrlo 1 1-3-0 I 1 1-1-1 I I 1-2-0 I I 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ///` o 0 0 I I, ,\ a I N o, N 2, Xr a```\ a � a •N N 6 Bii 0 I,A C 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 15-0-9 1 20-9-8 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, 13-14=-3519/0,14-15=-3519/0 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 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, 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. 4_-C4 ;o �cNG[NEF'7 /"-I 870 2PE ,9r N rN y SAT OREGON ty� <v -tl FMBER \\ '‘ O OkJ A. H�p'�P EXPIRES:06/30/2017 October 13,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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,not �9 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crtteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642835 PL15-342_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Cjbm V?o99cyyriy6ekrkVl oPtrazTcl Nbbrd9lyTrlo ( 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III ■ N 5 111 4 3x4= 3x4= 6-1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress 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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c �NG�N- /029 Q 87022PE r. N �N 7 "Cj, OREGSN ti. �N �OF,�QER .\1 �O On BER B$ EXPIRES:06/30/2017 October 13,2015 8 e A iai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW-7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with Mifek&connectors.This design s based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and sal Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642836 PL15-342_UPPER F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMzl EKTWFmoCviWgFbBiByTrin 1 1-7-12 1 1 1-8-15 1 1 1-2-0 ii 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 1 —e, -1''''''. .,: -.411111111111111111111411‘- //°°. .0//°°. 111111111141114114111114% - 0°°°°°°°°. N a e e e 4.1 19 ,F �, 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-1)14 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)– [2:0-3-0,Edge],[8:0-1-8,Edge],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 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. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,45=2192/0,5-6=2192/0,6-7=-2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 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, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 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 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. sikt0 PR Opk• 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��\Co NG I N PFR s/O2 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 kc 87022P r- Uniform Loads(plf) / Vert:12-19=-8,1-11=80 Concentrated Loads(lb) _ , - Vert:1=-304(F) 7 Aj, OR GON 'tis 41 9O FiyBER 1i �O Or, A. HE % EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSB-89 and BCSI Building ComponentSuite 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642837 PL15-342_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-gv98jLprnw4pTsXIBSMz1 EKaaFv5CO3WgFbBiByTrIn I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 yo 7- N e e 0 0 N e CXXJ e e 11: 9 8 3x4= 3x4= X 3x4= 3x4= I 3-1-2 3-00 3-9-10 1 4-4-10 4/6-? 8-6-8 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �`�-�VD PROFss `z 870 2PE ��r CP CV 7 �Aj, OREGON ti�O�� 9�, FM$ER A\ On RCP A. HE EXPIRES:06/30/2017 October 13,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1x Design valid for use only with MiTek®connectors.This design is based only upon parameters shove,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642838 PL15-342 UPPER F09 - Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-85iXwhgPhDCg506UI9tCaStILeG3xVTg2vKkEdyTrlm I 2-6-0 I 0-5-6 I 1 1-2-0 I I 1-7-2 I Scale:1"=1' 1 1.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I J I • KK e 1.5x3 I I 9 8 7 6 3x4= 3x4= 3x4 = 3-0-14 3-2-� 3-9-6 1 4-4-6 I 6-2-8I 1 3-0-14 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �<y ° PROFFss CD �N(,I N EFS /L2 �� 8 1 2PE /9r* 7NEAT OREGO r O�� 9O F'yBER \1 r' �`S A. HER�P EXPIRES:06/30/2017 October 13,2015 mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M]Tek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642839 PL15-342_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-85iXwhgPhDCg506U19tCaStkOeFAxTEg2vKkEdyTdm I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 e- Nr= .. 0 0 N . e e X e e 3x4= 1C 9 8 3x4= 3x4= 3x4= I 31-2 3F-10 39-10 1 4-4-10 4[6-12 8-8-8 1 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 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. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<�Ea PR°PFss ��1. ,„ ]NEF9 /�2 87022PE �r / N . c 7 ^t OREGON ftp O4N or, MBER � `S A. HO; EXPIRES:06/30/2017 October 13,2015 l ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED BBTEK REFERANCE PAGE MI-7473 rev.1W032015 BEFORE USE. Design valid for use only with Mtfek&connectors.This design is based only upon parameters shown,and is for an individual building component,not Le a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642840 PL15-342_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UYclGv81 q1 RXKXi9hhJtOR6fQr52T3grkpHZ41m4yTrll I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 o I N rl ,- _00111111.......1.11 IIIIIIIIIIIIIIIIIIIIIIIII%1111%iir e e 1Of 1 r4f 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-11113 11-7-1311 16-5-8 1 10-0-5 0-YY-8 0-7-0 5-0-3 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) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/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=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��R�D PRop . �3 �NGINEF9 QO2 .‹ 87022PE �c / ycc%Aj, OREGON (1)AO 9c ' IBER \� rO OS A. HEY` EXPI RES:06/30/2017 October 13,2015 3 __ i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1R Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component T177109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642841 PL15-342_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UYclGv81 q1 RXKXi9hhJtOR6fQnE2QvggOpHZ41m4yTrll I 2-3-0 I 1 1-4-11 ii 1-2-0 11 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o N 2 e e � _ i 11 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 1 13-1-11 13-8-111 I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Loc) 1/deft LJd 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=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=-2664/0,45=3503/0,5-6=3503/0,6-7=-2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co-- PRQFFss 870 2PE -Yr N cv g.-y �'0j, OR EG N ti �N -pOn �MQER .\\ . �S A. HEF''``�P EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE PM-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.Th's design is based only upon parameters shown,and is for an individual building component,not �Q a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642842 PL15-342 UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-5UgHLNrgCgSNKJGttawgftyl3SriPLdzWDprlWyTrlk I 2-0-0 I I 1-10-1 I I 1-7-0 I I 2-5-3 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 3x4= 7 e e • o o 0 N O O/ a 1 11 10e 9 8K1' 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 18-99 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edgej,[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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/TPI2007 (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=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=-1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)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. 7GtNt \ 870 2PE 9r 7 N ,AVN �'Oj, OREG N rL,Ott! 9O AMBER \\ �`s A. HECk EXPIRES:06/30/2017 October 13,2015 A e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Milele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642843 PL15-342_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:44 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ZgOfZjslz8aEyTr3QIRvC4VH4sHI8sz61tZOryyTrlj 1-412 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 ‘!- 5 5 4 3x4= 3x4 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)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. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) `DDNN�NG F,QSr�p 414 87022PE 9� N �N �'oj, OREG N ti�Ok/� Or,cc/y8ER '‘'\S A. HEQ'•0, EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Iq a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Banding Component 109 Suite Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642844 PL15-342_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-5UgHLNrgCgSNKJGftawgfty3ZSv4PNPzWDprlWyTrlk I 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 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4= 6 0 0 N C e e a- e. a 3x4= 10 9 8 '�( 3x4= 3x4= 3x4= I 3-2-10I 3-9-10 I 4-410 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ROT 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=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)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. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) QED P R OFF Vert:7-10=-8,1-6=-80 "N [N 61.o Concentrated Loads(Ib) ��C\5 ANG EFi9 Xet, Vert:11=169(6) 87022P� �' y y 'oj, OR GON t5) <v Oet S A. HEP' EXPIRES:06/30/2017 October 13,2015 B A i�WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERANCE PAGE A111-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not NI, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QualIty Crtteria,DSB-89 and BCSI BuIlding Component 7777 Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s 1 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. iii40, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal or x-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing mualn engineer.For 0'/16 4 wide truss spacing,stbe individual designed lateralby braces themselves may require bracing,or alternative Tor I p bracing should be considered. 1_� 0 Oz 3. Never exceed the design loading shown and never �� stack materials on inadequately braced trusses. O2 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate F- designer,erection supervisor,property owner and plates 0-1/1.4from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. W15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI(: National Design Specification for Metal 19.Review is all portions of this design(frontback,words Plate Connected Wood Truss Construction. and not pictures)sufficient.before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iTek BCSI: Building Component Safety Information, Me 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. 10/03/2015 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. 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). j 4$1F 0 } y �Ek. `�3 10 I 4, ,. I iREs mons r 1E111111 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 2.10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND; 3- SPACED 24.0" O.C. 2-3. 4=3.(-3018) - 2885)12411 11136 1-12=)-258) 1671 14- 11=(-736) 574 2x4 DF STAND A LOADING 4- 5=(-2255) 1147 12-13=(-597) 2094 11- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2255) 1147 13- 8=)-834) 2444 5-12=(-460) 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2885) 1241 12- 6=(-736) 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3018) 1136 6-13=(-235) 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S)) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEADLOAD 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" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc ssacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -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 ,r T ,r ,r ,r T not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 / M-4x6 7 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4'r( (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), \ load duration factor=l.6, M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" M-5x8(S) 0"25" J`A� G Loc M 4 M-1"5x3a \ A M-1.5x3 4 0 0 A13 M mm Nr, a A u; 0 1 2~ 10 M-3x8 M-3x4 0.25" 0.51� M-3x4 M-3x8 B o 1-5x8(S) M-5x8(S) 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 ) y ) 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME : 5-A POLYGON NH - B2 `��' � PR x , Scale: 0.1445 \ �'� r{ 0 <2 WARNINGS: GENERAL NOTES,unless otherwise noted: C. GSJL+y444 !/17' -5r p 1.Builder and erection contractor sho be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "92 0 E t` Truss: B2 and Warnings before construction mmences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must a installed where shown+, P P P Yat 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced DES. BY: EE 2' and at 10'o.c.respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NNW. 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. 7 A OREGON tx (, SEQ. : 6037152 fasteners are complete and at no tine 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. /" '." 20 t�..1_. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14, Ar fabrication,handling,shipment and Installation of components. necessary. p { i 7.Design assumes adequate drainage Is provided. , P 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 11111111111111111131111 TPI VJfCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. t+ t n MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES.1 GJ 311f2V1 11E 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 IC: 2x4 KDDF #1&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" O.C, 2- 3=(-2998) 1127 9-10=(-607) 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4=(-2865) 1232 10.11=(-267) 1637 4.10=(-737) 574 2x4 DF STAND A LOADING 4- 5=(-2234) 1138 11.12=(-584) 2045 10- 5=(-460) 1077 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2229) 1164 12- 8=(.829) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12"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 . OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-240) 354 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" qtr r rt t r t "r r. ** 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`k at time of manufacture. 21-10-12 21-07-08 'l . . 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' '' ' Wind: 140 m h h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 7.00 M-4x6 ' 7 00 load duration' factor=1. Cat. 2, Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 5 .0 in the plane of the truss only. M 5x8(S) `1 M-5x8(S) 0.25" 0.25" 477 ti.t. Li, D M M-1.5X33 , \ 7M-3x5 M-1.5x3 o co Ao o 1 2r 9 10 'r 11 12 V. C3 M- 3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 c M-5x8(S) M-5x8(S) y . y y y y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 �`` �0 PR 06,Sale: 0.1411 ,` /Z 1// /0 417 I' WARNINGS: GENERAL NOTES,unless otherwise noted: 17 D 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 920•P E - r`Truss: B 1 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 2'0.0.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). rr - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging 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. -,r OREGON SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q ,< design loads be applied to any component. and are for"dry condition"of use. �.^ 1' ' IL� ..1�... 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 fy fabrication,handling,shipment and installation of components. necessary. _ 7.Designlaesassumes adequate drainage iso truss, `.,` C7 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 rl 111 II II VIII IIII III IIII(IIII IIII TPI/VVI-CA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointain lines. 9. Digits indicate size of plate in Inches. 10 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 a1/2v1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3.11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND;R SPACED 24.0" O.C. 3-2- 4=(-2875) 987 12.13=992 (-1034) 2330 2429 14-12=( -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 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=) -226) 582 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9.10=( -141)1 -966) 497 157 14- 9=(594 8-14.( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625 OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). COND. 2: Design checked for net(•5 pot) uplift at 24 "oc s acp ing Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector la (or no prefix) = orspuTrus, Inc MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200' C,CN,C18,CI18 (or = MiTek MT series MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MMAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ, TL DEFL = 0.114" @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does 1 T not exceed 19% at time of manufacture. 19-11-11 23-06-09 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 f f TT ' f f 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, Truss designed for wind loads 12 in the plane of the truss only. 7.001/ M 4x8 M-5x6(S) M-3x40845" =M-44x4 M-1105x3 M-5x6(S) r y - w $ 0.25" v v 0 0 +. r M-1.5x3 + + +a 4o 3 + am 0 1 1.25" 0 2 11 'r 13 V 15* -/ M-3x8 M-3x4 M-3x4 0.25 =M-4x4 M-508(S) M-5x8(S) y y / y y y 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 - AH3 4,..(c. � t� PROre6'S Scale: 0.1504 ,4GJ ," f2Zk WARNINGS: GENERAL NOTES,unless otherwise noted: 41 r-1.y p '9' 1.Builder and erection contractor shot Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual1 . .:7G 1 11 r E S"~ Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Ins a 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 , 400100' is the responsibility of the erector.. lditionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r'r - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ylt l ' ' 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. -frf A_OREGON 14, 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, ;G.- Ix design loads be applied to any cow Donent. and are for"dry condition"of use. /,,//11 'I P' Q\ TRANS I D: 406556 5.CompuTrus has no control over anc assumes no responsibility for the e.Design assumes full bearing at alt supports shown.Shim or wedge if s 14 '10 fabrication,handling,shipment and Installation of components. 9)1 necessary. 4�r 7.Plates assumes adequate ne drainagecisprovided.tru , n "�,( [].1 �,,,.. 8.This design is furnished subject to t 1e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t 111111111111111111111111111TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincideitwithzjointain inches.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 11111 0111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=)-2875) 987 12-13=(-1034) 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4- 5=(-2453) 910 13-14= -850) 2024 12- 5=( -216) 868 2x4 KDDF #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 IC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 497 LL = 25 PSF Ground Snow (Pg) 9.10=) -1 141) 157 14. 9=( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON, FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc • ,rr r r r M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25" MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ** 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. pr 15-11-11 27-06-09 Design conforms to main windforce-resisting f T f 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 T T TT T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads T '' in the plane of the truss only. 12 M 4x6 M-5x6(S) 7.00 V56 M-3x4 0 25" =4-4x4 M-1.5x3 M-5x6(S) .r. 7 k 5e 9 1a -- 0.25" ✓ v +.. 0 o M-1.5x36(4\ S) +a B o 0 3 .+ co 0 ill A so c 0 1 2.� 11 1 T 13 'f 14 15* -/ M-3x8 M-3x4 0.25' M-3x4 0.25' 7M-4x4 M-5x8(S) M-5x8(S) 1, ; /- y y y 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 PRpfi , Scale: 0.1504 ' 4.� f ^' WARNINGS: GENERAL NOTES,unless otherwise noted: 'UCy (1"L/ ilii Il y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual S 92 11•P E r- Truss: AH 2 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. /` y 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 ofr;0rr - conmpacs sheathing such as plywood aired s 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++ �� (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. - r A_OREGON t. (z 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, /fiii-i ,, .4, TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. i*' '41), rya t� 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 4 14, necessary. ‘ ` fabrication,handling,shipment and installation of components. 1 7.Design assumes adequate drainage is ed. 'ii A 1 t..1"` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces off truss,and placed so their center IIIIII I II IIIA III MEM III III IIII III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. II oo CCp 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:12/3112015 111 II VIII 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 TO: 2x6 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11=(-1639) 4875 11- 3=( 0) 300 9-16=(-4391) 1805 2x4 DF 2400F T1 2- 3=(-5879) 1836 11-12=(-1642) 4872 3-12=( -366) 286 16-10=( -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549) 1990 12.13=(-2387) 5968 12- 4=( -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13.14=(-2428) 5968 12- 6=(-1761) 953 2x6 KDDF #2 A; TC UNIF 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=( -4) 166 2x4 KDDF STUD C BC UNIF I.L0.03+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"OC. UON, TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=( -100) 112 8.15=(-2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAC AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF625 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ) 625) OVERHANGS: 24.0" 0.0" 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,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" MAX TL CREEP DEFL = -0.569" @ 19'- 5,3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), Toad duration tactor=1.6 5-11-14 5-05-02 0-0066-10 5-10"05 6-05 6-05 6-05 6-05-04 Truss dplaneeo for wind loads in the plane of the truss only. 11-09-12 1' T 640# 12 M-5x10 M-7x8(S) 7.00 V. 5 =M-6x6 0"25" =M-60 6x6 =M-10x10 M-3x61 . myk _I_ -_ a M-3x4 0 -- + \/\/\ C + A o rn ♦ A 0 ao N- c.,::,.. M 4x12 ' f'., B a `.. MN am 0 1 2' 11 12 1 '' 14 f 5 1b* M M-1.5x3 M-3x10 u"25" :11-4x4 0.25' M-4x10 =M-8x8(S) =M-10x10(S) y > y ), 1, y y 5-10-02 5-05-02 8.02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 R Fe JOB NAME : 5-A POLYGON NH - AH1 Scale: 0.1519 ,� ' "+P1o�}k_y�s�(0 WARNINGS: GENERAL NOTES,unless otherwise noted: til /�y++'z(rA�Ir.- -5, 1.Builder and erection contractor shoi4ld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9G!N F L v-- T r u s s: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must pe installed where shown+, incorporation of component is the responsibility of the building designer. -,„.'` 3.Additional temporary bracing to insye stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.AfJtlitional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. Yom► - DATE: 8/22/2014 P gcr ) ( ) -` the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - [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. Ir A_OREGON 4" SEQ. : 6037156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "+J yti� design loads be applied to any corn anent. end are for"dry condition"of use. f 0 4- TRANS I D: 406556 5.CompuTrus has no control over a a assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 'I" 14, 2. �b. fabrication,handling,shipment and Installation of components. necessary. j�,rr it T- 7.Design assumes adequate drainage is provided. , P, I�i t-T^" 8.This design is furnished subject to 1 to limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIAMCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with Jointain inches.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Sditware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1111111011 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 N1&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 B5 3- 4=(-3073) 1177 12.14=( -797) 2720 12- 4=( 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2541) 1132 13.15=S 0) 0 4.14= -567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(.2298) 1240 14.15=) -626 237 5-14=( -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2207) 1142 15.16=( -261) 1600 5-15=(-1419) 749 TO LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2812) 1243 16-17=( -595) 2048 15- 6=( -558) 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2957) 1138 17- 9=( -836) 2403 6-16=( 434 1178 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 114 16- 7=( -722) 578 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,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,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" hr • r• .. I. . . t• - . ". 'r. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" P 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0,102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 12 12 7.00[/ M-4x6 \I 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 "., /l''‘,11%, .4. Design conforms to main windforce-resisting ` system and components and cladding criteria. M-5x8(5) k 1 M-5x8(S) Wind: 140 mph, h=25,6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0"25" 0"25" load duration factor=l.6 Truss designed for wind loads v° co in the plane of the truss only. 0 o M-3x4 M-1.5x3 a +: M-3x4 3 M-4x6 •• o •�- 12 0, '�T _ A 0 1 15 16 17 9 Otn M-5x6 M-3x4 0 M-4x6+ o ld-5x10 0.25' M-3x4 M-3x8 0 a 2.75 2,04,=-_M-4x M18HS 5x16(S) 12 12 J" k y J" i y J' y i,-05-0 5-10-08 6-02 0- 1110-04-12 8-11-15 8-11-01 ,, , y ,-05-08 12-00-08 100-04 10-04 27-05-04 ,2-00 y2-OOy 14-06 29-03-08 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - 63 Scale: 0.,309. '�IGINE 6 WARNINGS: GENERAL NOTES,unless otherwise noted: /z'^/ -7 B3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 `92 41 f P E 1- T r u s s: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2,204 compression web bracing must be installed where shown v. 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, Pcing 9(r s My ( ) l' 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,� 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 ^+J SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4--, - •N� As design loads be applied to any component, and are for"dry condition"of use. / i' 24 ".f 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, T fabrication,handling,shipment and installation of components. necessary. 7.Designassumes atedadequate drhinace isotrus,provided. 0,. 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 11111111111111111111111 TPIM?CA in BCSI,copies which will be furnished upon request. git coincideiictwith jointacenter nche. 9.Digits size of plate in Inches. EXPIRES:CC i�J! hq 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: i GI1r7GU1 . 1111111111 II VIIIIII 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 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. -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=) -556213 5-1B=(-543) 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 19.20=) -544) 2087 18- 6=(-405) 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20-21=( -542) 2142 18- 8=( -92) 159 LL = 25 PSF Ground Snow (Pg) 9.11=)-1914) 1992 22.14=1 -818$ 2248 045 18.20=1 -93$ 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=S 0) 0 20- 9= 33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-22941043 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 COND 2• Design checked for net( p ) uplift at 24 "oc spacing.) ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036° @ -2'- 0.0" Allowed = 0.200" 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 T T T 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 T T f� T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does f f f f not exceed 19% at time of manufacture. 12 M-3X8 M-3x4 12 Design conforms to main windforce-resisting 7.00 I/ 7.00 system and components and cladding criteria. M-5x6(S) M 4x667 8 9 I M-4x6 Wind: 140 mph, h=23.9ft, TCOL=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 v I0.25" in the plane of the truss only. is .2 C; M 3x4 r +1 //+I +1 .+ 3A-3x5 M-1.5x3/ M-1°5x3 M-4x6 �/ o 16 co _ o I. 2 M-5x10 M-3x4 0 17 r` 19 20 2? 22 14* o M-4x6+ o M-5x10 M-3x4 0.2b' M-3x4 M-4x6 0 - 2.75 1.89 v M-4x8 M-5x8(S) 12 J.' y y 1-90T12 Y y )' y y 2-05-0 6-06-10 5-05-14 1 108-7 5-07-14 5-05-12 7-06 7-07-12 5-05-08 13-01-04y 2-00 25-11-08 y 14-06 29-00-04 y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH3 � c� 61 Scale: 0.1286 �� fz //!` }(} WARNINGS: GENERAL NOTES,unless otherwise noted: 4 4 ' rTrus1.Builder and erection contractor sho iM be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . `1`92 0 I P E 'r- Truss: s: BH3 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 insr re 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 a P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'"_. ii DATE: 8/22/2014 the overall structure is the responsi>ilay of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M 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 ((f SEQ. : 6037158 fasteners are complete and at no tine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,r*tT` *(,° T design loads be applied to any component, and are for"dry condition"of use. /q 'Q}r ,� r,(} .. TRANS I 406556 5.CompuTrus has no control over ant assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V1�y necessary. p!t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R l b 6.This design Is furnished subject tot 1e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of whict will be furnished upon request. git coincideiitwith jointcenterinches.9.Digitssddsize of plate in lines. CC+ 41 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(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 #1&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 #1&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=(-5435 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19.20=( -544) 2087 18- 6=(-405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20.21=( -542) 2142 18- B=( -92 159 86 183 LL = 25 PSF Ground Snow (Pg) 9.111=1.1914; 1992 22.14=( -818) 2248 18.20=( 493 265 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 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) 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 ps (uplift at 24 "pc soacing.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" T '' T T MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0 4-04-07 0-0�4-15f 5-05-12 0-0��4-,I 15 5-01-08 NOTE:Design assumes moisture content does '1' f T II T T I�I T T not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T 4' 4' 4' system and components and cladding criteria. 12M 5x6(S) M 4x6 7 Mx8 Mx4 ,r M-4x6 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.001./ M-5x6(S) 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" / Truss designed for wind loads 5 0.25" in the plane of the truss only. .2 r t, M-3x4 o +1 +I ' •+ 3x5 M-1.5ig h _,, .M-1.5x3 M-4x6CO CD Ilt 1 2 T 5 M-3 x4 1-*. 19 20 22 14* o om M 5x10 O M-5x10 M-3x4 0.25' M-3x4 M-4x6 0 M-4x6+ - x a 2.75 1.69=__M-4x8M56S M-5x8(S) 12 y12 y y 1-Q0 2 y y y y 1, 2-05-01 6-06-10 5-05-14 111108-02 5-07-14 5-05-12 7-06 7-07-12 y 2y-05-08 13-01-04 y 2-0011 25-11 -08 y 14-06 29-00-04 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 ,-`` +N E �` WARNINGS: GENERAL NOTES,unless otherwise noted: 4L,C7 r** I -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92 a•P E S`^ Truss: BH2 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. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. rile 9(r s M�' ( ) DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � ![ ' �� SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37, �}�OREGON 'sJ S E Q +, '7 -,s. 4,design loads be applied to any component. and are for"dry condition"of use. /A '41 1,' 7 L� to., 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 fabrication,handling,shipment and installation of components, necessary. f� ' 7.Design assumes adequate drainage is provided. i Ai L- 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 1111 II 1011 VIII III IIII I II 11111 I IIII TPI/VJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.9.Digits Indicate size of plate in inches. II c+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19a8(MiTek) EXPIRES:I REJ:12/31I201.5 11111111111 II IIIIIII 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 111&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=5.1666 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6058) 2101 17-18=(-2003) 5967 4.17= -494) 262 2x4 DF STAND A; TO UNIF ,L( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0 0 1 .19=(•2095) 6120 17- 5=( -631)` 2092 2x6 KDDF STAND B TO UNIF ,L( 100.0)+DL( 28.0)= 126.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7=(-5197) 1853 19.20=(-2199) 6298 17- 7=(-1786) 823 TO UNIF ,L( 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"OG. UON.BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF .L( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8-9-10=5-61945 2281 22-14=2233 5-1415) 4765 19- 8=4762 18- 5 -779) 384 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-12=(-4749) 1699 19- 9=( -541) 281 TO CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12=5 0) 0 9.20=( -282) 337 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12-13=(-5572) 1920 20-10=( -89) 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14=5-5833) 1764 10-21=(-1904) 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-21=1 -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans GOND. 2: Design checked for net/-S �1 uplift at 24 "oc s acp ing.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 = -0.350" @ 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(-0308 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 11-02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce•resisting T ,1 f T T f , f ,- T T f system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 640# ��40# ' load duration factor=l.6 12 12 Truss designed for wind loads 7.001/ M-5612 M-3x5 M-7x8(S) M-5x10 \17.00 7 3 in the plane of the truss only. M-3x4 9 0,25" =M-4x4 1110 2 M-3x4 IIIIIIII M-3x4 3 CD M-3x8 ao 3 M18HS-3x18 M-7x12 /. 16 17 1t- 116 II o 2 =M-8x8 M-3x4 M-4x8 =M-8x8 19 0.2 ) M•3x10 0 M-12 bx3 14* o M-4x6+ M-4x6+<H18HS-7x14 a 2.75 2.75 0 -M-8x8(S) 12 12 1, 1, 1, y 1, : y 1, 1, 1, 1, 1, -05-0 4-04 4-05-12 3-02-11),2 001, 8-01 7-11-04 5-05-02 5-06-14 y 1,2-002,-05-08 12-00-08 2-)0 27-00-04 y 2-00 43-06-04 PR OD JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 ,4 ' s0 +v P si WARNINGS: GENERAL NOTES,unless otherwise noted: ) �p✓/++ 7i '9` 1.Builder and erection contractor shot Id be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual , 'f~ Truss: BH 1 and Warnings before construction cpmmences. 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 all BC. pylic DATE: 8/22/2014 r gRs ( 1 1�� the overall structure Is the responsi lility 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. -� OREGON "+J 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, 4,• *4{? A,� design loads be applied to any corn eonent. and are for"dry condition"of use. /0 4.^ 1 , (1,0 -Jr TRANS I D: 406556 5.CompuTrus has no control over anc assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifts necessary. p+1 t i- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -IiR I f.-4"" 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIII I 11111 11 II 001 I VIII IIII II 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiitwithizjointain che. 9. Digits indicate size of plate in inches. nn cO nn ii nn 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:1al31t2V15 111111111 III IIIIIII 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 k1&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 SO.IN. (SPECIES) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 20'- 6,0" -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc soacing.I 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 T f f 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 T T T MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.004.0�� a 14,00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" /-- 4 MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" M 1.5x3 a" A,4 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=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. vA\ /rkk M 1.5x3 op 0 co 0 0 L r- ee n m Le 0 o M-3x4 60.25" M-3x4 M-3x4 0 A- M-5x6(S) > y y ), 6-10-15 6-08-02 6-10-15 > y y 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 `� � pdx � „f: Scale: 0.2044 .,eJ GINr ` �q.�� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /z ii ` ''' 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 Z l'92 SSPE 1`•" Truss: C2 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 bosom 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). ,..."4/011,,,... DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t ' 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 j,4/ SEQ. : 6037161 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- 1, 4\b` A. TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. / �. 05.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t� - i} , fabrication,handling,shipment and installation of components. necessary. Jj�rvr 7.Design assumes adequate drainage is provided. l, 'Cf,i`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 r'}fl 1111111111111111111 TPI VVECA in SCSI,copies of which will be furnished upon request. lines coincideitwithzjointcenterche. 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 20'- 6.0" ICOND 2' Design checked for net( p ) uplift at 24oc" s ag cinggl TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR; SPACED 24.0" O.C. NOTE:Design assumes moisture content does 2x4 KDDF #1&BTR B2 not exceed 19%s at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CConnector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MI8HS (or no prefix) = riepuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 M,M20HS,M18HS,M16 = MiTek MT series Truss designed for wind loads RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 r 10-03 12 11M-4x4 12 14.00 V 3 N 14.00 v rn 0 v, M-3x4 0 0 to r CI7 1:17 y O o M-3x5(S) O M-3x4 y y y 6-10-15 13-07-01 1-00 2a-o6 1-00 JOB NAME : 5-A POLYGON NH - Cl Scale: 0.2156 • `1]jg�alN 1. WARNINGS: GENERAL NOTES,unless otherwise noted' "�ry`""� tr-- /. 1,Builder and erection contractor shduld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualCt• ±g •P L %- Truss: Cl 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 405000. DES. BY: EE is the responsibility o.c.and at 10'o.c.respectively unless braced throughout their length by y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NNW,' A. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AB 7ev,- 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�7 OREGON `J SEQ. : 6037162 fasteners are complete and at no tkne should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, f,. `'+Lf �� design loads be applied to any component. and are for"dry condition"of use. f .'1}' 1 2-° �-S(... TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4P1:110".. 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 111111111111111111111111 TPI/WTCA in BCSI,copies of whir will be furnished upon request. git coincideiitwith jointinches.9. Digitsstldsize of t plate in lines. n ! [nn 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:1.2/31!201 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7.00.00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #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 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6=( -6390) 1640 12.13=)-1320) 6044 4-11=(-2838) 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600) 2028 13- 8=(-1324) 6066 11- 5=(-2388) 9292 BC LATERAL SUPPORT <= 12"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)= MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'• 6.0" -2153/ 9494V 0/ OH 5.50° 15.19 KDDF ( 625) ',- 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 psfl uolift at 24 "oc s acp ing� 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" 7XVX\ 5" oc in 2 row(s) throughout 208 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979" 9" oc in 2 row(s) **throughout 2x6 webs. HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does T f T T T T not exceed 19's at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00 V 5.0 N 14.00 5 Wind: 140 mph, h=25.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 : (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), D\ load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-3x8 :M-3x6 ..4- , 0 0; M-4x12 M-5x12 M-5x16 ILM-5x16 ,41 'ILA! 1.(; 44: 11Waiiiingiiiii5NAWCW \ ''''- 9 10 11 12 13 -8 8 M-1"5x3 M-7x12 0.25" M-6x10 M-3x10 0 y y ***J10751#=m-10x10(S) y y y y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04, 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 R� 9 Scale: 0.1681 c\ {�C�� 7 ,q ° WARNINGS: GENERAL NOTES,unless otherwise noted: 'ICi G�SJL1�y Gd-�rI�7' -y+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual %iiiJG 0 0 r E 1-- Truss: C3 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). „....0‘,41,10,,,. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ {t,x.' 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. '. OR EGON 4,i 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, i5.-! N� d(,° TRANS I D: 406556 design loads be applied to any component, and are for"dry condition"of use. /" �'Q x�Q -,., 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it ¢ 7 fabrication,handling,shipment and installation of components, necessary. ry- .Design assumes adequate drainage Is provided. eR.R 1 Lt-. 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 VIII VIII VIII VIII IIII(IIITPI VVECA 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-1986(MiTek) EXPIRES:12/31/2015 11111111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF k1&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"01. 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" 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 LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. DDND. 2: Design checked for net(-5 asf) uplift at 24 "ox spacing.' 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" '1' T • T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 8,0" Allowed = 0.100" 12 M-4x6 12 MAX TL CREEP DEFL = -0.003" @ 12'- 8,0" Allowed = 0.133" 14.00 V N 14.00 MAX IC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 34.0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4,1" Allowed = 0.835" K MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" A ( MAX HORIZ. TL DEFL = 0.004" P 11'- 2.5" ( NOTE:Design assumes moisture content does 10 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. E. 0 co 0 0 u7 A D k. 0 o,- zs -!o 0 6 0 M-3x4 M-1.5x3 M-3x4 > y 1, 5-10 5-10 y ,, ) ) 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 OD Pita S Scale: 0.3596 %iz% Jam WARNINGS: GENERAL NOTES,unless otherwise noted: (.(/ f/4 ttt y 1.Builder and erection contractor she Ild be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual P 5`^ Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. 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 asplywood sheathing(TC)C and/or tl all BC. ' ,- DATE: 8/22/2014 9R s ( ) r�^� the overall structure is the responsi lility 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. -� QR E�al✓N j„ SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ?7 +1X rt,, design loads be applied to any component. and are for"dry condition"of use. / l.- 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 1 4, ls necessary. �j. S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '�1 'h.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 IIII IIIII IIIII 0111111111 1 11111 IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointacenter lines. 9. Digits indicate size of plate in inches. Ci* r7 lnr� 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 1111111M11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSFCWind: 140 m h, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MI8HSCN,C18,CN18 (16or no MiTek prefix) = riesuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = 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 IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10 PSF 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 T 12 11M-4x4 12 A— 14.00 v it. N14.00 0u0oO p o/ -/o M-3x4 M-3x4 A— ,k y y > 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D1 0 PROP 6' Scale: 0.3526 �G3 ok0,1 ' f0 WARNINGS: GENERAL NOTES,unless otherwise noted `L.(5,-12 �^r i+7 f rll� 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 .JG 1 1 r E. r Truss: D1 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 bosom 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',!fir r f�.� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 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. `-1r OREGON (4 SEQ. : 6037165 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." rt TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. /'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 1'4, �t�, fabrication,handling,shipment and installation of components. necessary. A1 t lis,, 7.Design assumes adequate drainage is ed. '+,*'P"*.PRI1+\'` L.ti". 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 BCSI,copies of which will be furnished upon request. lines coincide with jointcenterche. 9.Digits indicate size of plate in inches. q ra MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Cr REJ:12131/201 111 IIIIIIII 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF 424 WEBS: 2x4 KDDF STAND; LOADING 3. 4=(-3376) 838 B- 9=842 7- (-372) 1990 8- 3=2954 2- (-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 _L( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6=( 0) 86 4- 9=( -176) 84 BC UNIF ,L( 522.4)+01.( 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF _L( 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: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc qtr 'rt r r I r n M,M2OHS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTDM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 complete trusses required. MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" P 4 MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" Jin together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133" f" oc in 1 row(s) throughout 2x4 top chords, !" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. !" oc in 1 row(sthroughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. a" 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. Design conforms to main windforce-resisting f 3-03 f 2-07 f 2-07 f 3-03 f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7N14.00 load duration factor=1.6 34.0" udesigned plane or wloadsind thetrussonly. i M-3x5 M-3x5 0 0L 0� ,u_-, _ 0 - co M-5x10 0 ,AL1I_1_ 0 0 1 M-3x8 M-8x10 Mr195x3 M-5x10. 0 y y ***�y3551# , y y 3-01-04 2-08-12 2-08-12 3-01-04 1, ,may 11-08 WEDGE R&OUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 TINIER,��f1 � WARNINGS: GENERAL NOTES,unless otherwise noted: '... (� +'"r^'+ r 'j 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 _`-J2 0 15 P L. t`' Truss: D3 and Warnings before construction cjmmences. 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 insipe 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 asplywood sheathing(TC)C and/or d all BC. r .- DATE: 8/22/2014 eR s ryw ( ) ,,,,,,oro ram/ 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. -�,x OREGON j, SEQ. : 6037166 fasteners are complete and at no time shouldany loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, F-„ 4k design loads be applied to any aim tonent, and are for"dry condition"of use. /,'n, 1'. 2q� .T. AN TRANS I D: 406556 5.CompuTrus has no control over ant,assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 1 , V� necessary. �I d� T fabrication,handling,shipment and nstallation of components. 7.Design assumes adequate drainage is provided. '�1iiR i 1„ 6.This design is furnished subject to 1 re limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1101 I II II II VIII IIII 0111 I III Ell TPIIVJfCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. n 1 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:1u 31i2015 II 111111 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=(-217) 180 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50" 0.22 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 rte r. .rr t, r. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. t- r , 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '' T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" /COO MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6Truss designed for wind loads o in the plane of the truss only. co 0oU,0co 0o -/ f- y )' y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4.31 JOB NAME : 5-A POLYGON NH - J13 � 4c0 PRoxs es Scale: 0.4281 �eJ / >Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4. 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 Tt^14972214INZIPP t"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 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 all BC. ��. PNS her ) ' ( ) ,... DATE- 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /(,�' SE �1 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON ^V SE Q. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . " N design loads be applied to any component, and are for"dry condition"of use. }' q.�..^ 20 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, 1} necessary. �{ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , fi RI 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 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointcenter lines. 9.Digits indicate size of plate in Inches. vv r❑❑CCc+ 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 1111111 III 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"OC. UON. LOADING 4-5=( -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -421/ 476V 0/ OH 1.50" 0.61 KDDF ( 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 TOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i; 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 TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 195 at time of manufacture. 14.00 Design conforms to main windforce-resisting V. system and components and cladding criteria. td o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d' c load duration factor=1.6 Truss designed for wind loads o cu in the plane of the truss only. Cr) 0 u) p/- _ 6 -c. -/ 1 M-3x4 A- , > y y 1-00 6-00 4-03 (PROVIDE FUL BEARING:Jts:2,6,3,41 JOB NAME : 5-A POLYGON NH - J12 - 0 PROP ' Scale: 0.2960 \0? lZz/ ' fprf,s WARNINGS: GENERAL NOTES,unless otherwise noted: lSJ1 tll/-/�y/!� v 1.Builder and erection contractor sho•d be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' '`92*11 r'E '- T r u s s: J12 and Warnings before construction •mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must.e installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Ins e 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.•.ditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r r p,. 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++ 1Z" ' 4.No load should be applied to any.. ponent until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. - f OREGON SEQ. : 6037170 fasteners are complete and at no t should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.,,. N{? design loads be applied to any cpm uncut, and are for"dry condition"of use. 4,.. 11}s no .4- .0 s�� TRANS I D: 406556 5,CompuT us has no control over assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 14, c- ��T fabrication,handling,shipment and stallation of components. necessary.Design -. 1 i0 t T- 7. latesassumes adequate one dthi face is trussed. , A y L51" 6.This design is furnished subject to t�a limitations set forth by 8.Plates shall be located both laces of truss,and placed so their center 11111111111111111101111 TPI MTCA in BCSI,copies of whichl will be furnished upon request. Digit dawith jointcenter lines. Q.Digits indicate size of plate in inches. MiTek USA,loc./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=(-636) 500 3-4=(-243) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,MI8HS,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. A- 5 ICOND. 2: Design checked for net(-5 psfj 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 = -0.002" @ 10'- 10.6' Allowed = 0.088" nl MAX TL CREEP DEFL = -0.002' @ 10'- 10.6' Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed = 0.576" lmummumm 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 V Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u7 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads D in the plane of the truss only. co M O 4 O Lot �� c:, M-3x4 A- )' ,J y )' 1-00 6-00 4-10-09 IPROVIDE_EU.LLBFARING;Jts:2,6,3,41 JOB NAME: 5-A POLYGON NH - J11 �t PROF �6 Scale: 0.2753 .. IN 64' WARNINGS: GENERAL NOTES,unless otherwise noted: ''ti (QJfff 1W21/ITT/T 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. 92 e,P E Y"` Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper Illp 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 erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d atl BC. ter DATE: 8/22/2014 responsibilitybuilding designer. Impactbridging q gr s ryw O / C„ the overall structure is the res nsibil6 of the 3.2x bdd in or lateral bracingrequired where shown++ * f,� 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. { �#-OREGON ' + SEQ. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y/„ "r7 WSJ* C, design loads be applied to any component and are for"dry condition"of use. /,',w, ). fJ S_. TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if s 1! , e,� fabrication,handling,shipment and installation of components. necessary. J��"PRO' S' 7.Designassumes atedadequate drhinace isprovided.tru , r'7 r'S 1 t.-1" 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 VIII 100 VIII III 11111111 IIIIIIIVIII III III) TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincidedwith 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-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIll III 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 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF N1&8TR SPACED 24,0" O.C. 2.3=(-562) 497 3.4=(.139) 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 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 psfl uplift at 24 "oc spacina.l -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" , MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" P, MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 1140 mph, h=25ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, ( 14.00 7 All Heihts , Cat.2, Exp.B, MWFRS(Dir), hts Truss designed for wind loads i N in the plane of the truss only. O v 0 N N O C) O o6...., -1 M-3x4 ), ), y y 1-00 6-00 3-11-09 (PROVIDE FULL'BEARING,Jts:2.5,3,41 0, 0 PRQ, 6's JOB NAME: 5-A POLYGON NH - J10 Scale: 0.2937 .,< G+Nq )};�.��7y,�� 10 WARNINGS: GENERAL NOTES,unless otherwise noted. .tiz UIpd l -'/� 1.Builder and erection contractor she Id be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .1 g21 I r E Sr Truss: J10 and Warnings before construction..mmences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing mus .-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 rr DES. BY: EE is the responsibility of the erector. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by dditionel permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d all BC. r r DATE: 8/22/2014 r gR s ( ) /�� the overall structure is the responsi�ility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � Cr 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. -f,+ OREGON '+J SEQ. : 6037172 fasteners are complete and at no ti-e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I„ �tO A, design loads be applied to any co ..vent. and ere for"dry condition"of use. / ;'I P^ ,� r10 TRANS I D: 406556 5.CompuTrus has no control over a 'assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if W �} necessary. j`�,} fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1, L. 6.This design is furnished subject to,e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II 111 111 VIII ((VIII OHM III(III TPI/VJrCA In BCSI,copies of whic will be furnished upon request. git coincideitwith jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) EXPIRES:12/31/2015 11E11111 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 k1&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 <= 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 SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Des'rr r r 'ft at 24 "oc spacing.] A- - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002" @ -1'- 0.0' Allowed = 0.100" 0 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 7 hj 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. � CV Truss designed for wind loads in the plane of the truss only. v 0 0 0 N 0 in �� 0,„,_ -- 5'- . -44 -V o M-3x4 A- 1, y y y 1-00 6-00 2-11-09 [PROVIDE FULL BEARING:Uts:2 5.3.41 R JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 ,-s > �r'vO,� ss WARNINGS: GENERAL NOTES,unless otherwise noted: 'SCI r+4�"+PI7 1- "7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual s 1' ±92$!P E t"- 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 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 ,y�'r plywood rewhere 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+� *• [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. •,x OREGON j,0 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, L- N. SA_� design loads be applied to any component. and are for"dry condition"of use. /,'r� +'.,,.. Z0 l' 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 x� 4 �R fabrication,handling,shipment and installation of components. necessary. dr,rr - i T' 7.Design assumes adequate drainage is provided. '+, ' R11.-,^' 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 11111111111111110111 (VIIIIIII VIIII IIIIIIIII I VIII IIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. linesindicatewith jointacenter lines. 9. Digits coincide 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 IMO11(III 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 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2.5=(0) 0 BC: 2x4 KDDF k1&8TR SPACED 24.0" O.C. 2.3=(.417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IQDND. 2: Desi n checked for net 5 nsfl uplift at 24 "oc s acinc.l A- g ( P 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 = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX IC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 0 Design conforms to main windforce-resisting 14.00 7 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), load duration factor=l.6 0 Truss designed for wind loads v a, in the plane of the truss only. 0 0 of 0 0 in 07- - 5zs 0 M-3x4 A 1-00 6-00 1-11-09 (PROVIDE LL BEARING;Jts:2,5,3,41 PROF JOB NAME : 5-A POLYGON NH - J8 Scale: 0.3559 „ G!)"i� E/egad, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: '('lt' (�i+yZ zI rf l�t1.- J8 1.Builder and erection contractor sho kl be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual T.JG+0 F G t"` Truss: J 8 and Warnings before construction mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must.e installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Ins e stability during construction 2.Design assumes the top and bosom chords to be laterally braced at . " DES. BY: EE is the responsibility of the erector. 2'o.c.and at 10'o.c.respectively unless braced throughout their length bydilional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or dall BC. rF DATE: 8/22/2014 PNS gR s ( ) the overall structure is the responsi ilNy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� 'CZ 4.No load should be applied to any.. ponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yr OREGON SEQ. : 6037174 fasteners are complete and at no II e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l� � 2.° 14,4 A TRANS I D: 406556 design loads be applied to any comonent, and are for"dry condition"of use. ,n, 5.CompuTms has no control over a .assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c r 14, ty necessary. A- . fabrication,handling,shipment and-nstallation of components. 7.Design assumes adequate drainage is provided. '`, fi RIL\-. 6.This design is furnished subject tot e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II IIII(IIII IIII(IIII I III(IIII I II IIII TPIIVJfCA In BCSI,copies of which will be furnished upon request. it coincide with joint ate inrnche. 9. Digits Indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Eh I REO:12/31/2015 1EIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cul 00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-5= q BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-334) 185 ( ) 0 3.4=( -83) 0 TO 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" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 p 9 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 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ( 6 25) TIES LOAD AT LOCATION(S) DPISIAIMD BY IBO 2012. ICOND. 2: Desi n checked for net(-5 osfl uplift at 24 'oc soacin I THE BOTTOM CHORD DEAD 10 LOAD IS A MINIMUM OF 10 PSF. g M• /- 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, o All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1. o Truss designed for wind loads in the plane of the truss only. CO 0 0 rn 0 to �� IMIIIIIIII o/- 0 ►=� 5== M-3x4 y ) y y 1-00 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2,5,31 0 PR JOB NAME: 5-A POLYGON NH - J7 -,\ 9' 1 S Scale: 0.3882 �� c$ ',�� WARNINGS: GENERAL NOTES,unless otherwise noted: ] y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92*ll r p 111 E r Truss: J7 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 0,00 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � n - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 411 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 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, /� design loads be applied to any component, and are for"dry condition"of use. ",r 1'},. a TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {� i 4 . b fabrication,handling,shipment and installation of components. necessary. �}- h W, 7.Design assumes adequate drainage is provided. 't"'1 PRO'.y 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 r'T r-1 5.- 11111111111111111111111111111111111111111111 TPI/WfCA In BCCI,copies of which will be furnished upon request. lines coincideidiatwithizjoint 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #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 SG.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. IQDND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" (V MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8° MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads N in the plane of the truss only. 0 to v o co to co 0 '-/- to I _I o� 4� -/ 0 M-3x4 A- - 1, ,I 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4i3I tO PR JOB NAME: 5-A POLYGON NH - J6 '' NI','(<- 6 Scale: 0.4179 �4� �`�/Zz� f0�9 WARNINGS: GENERAL NOTES,unless otherwise noted: t�ryry f 7' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -Ct' .,7G!OPE { Truss: J6 and Warnings before constructionommences. building component.Applicability of design parameters and proper I ir" 2.2x4 compression web bracing mull be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Int ure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by "jwr.•- DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or tl all BC. " DATE: 8/22/2014 cgR s ryw ( ) '''` �, the overall structure is the mspon bilay 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. -57 OREGON4, SEQ. : 6037176 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.. "TJ A,Q G design loads be applied to any component. and are for"dry full on"of use. f,,:�++,, '47 1, + (� ^�.-.. 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 5/ 74 �t� necessary. t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. 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 11111111111111111111111 TPI VJlCA In SCSI,copies of whish will be furnished upon request. git coincide with joint center lines. 9. Digitssitsize of tplate ein inches. EXPIRES: rt�.7 q MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12131 12015 1111111011 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 H1&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 BAG 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 ,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soactng.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1' Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 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), o load duration factor=l.6 Truss designed for wind loads LY) in the plane of the truss only. cr m 0 r- c, l K. C. 0 W=N4 M-3x4 A- ) ) ) 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3.41 JOB NAME: 5-A POLYGON NH - J5 -cg � pox's Scale: 0.4549 �.,GJ �G'Q%��%�)�,, /0� WARNINGS: GENERAL NOTES,unless otherwise noted: tg �JIE 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+!r E 1.-- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. l/ , 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �/'r`�m► - 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. f OREGON j , 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, v ,,� 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 8.Design assumes full bearing at all supports shown.Shim or wedge if #) 14 fabrication,handling,shipment and installation of components. Designe . J41 R 0 7. laesassumes adequate one drbricd.design faces of truss,and placed so their center fl{ 1011 II II(IIII(IIII DIM IIII III 11111 III IIII TPI/WlCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with joint ate in inches.9.Digits indicate size of plate in inches. MiTek USA,Inc,fCompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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=(-132) 131 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" '1 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" / -/ MAX IC PANEL LL DEFL = 0.054" @ 2'- 2,1" Allowed = 0.367" I MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 . MAX HORIZ. TL DEFL = -0.002° @ 3'- 10.8" 14.007 notNOTEexggxceedn19%s ate times lofumanufactucontent re. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CM load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. v N O (D O -1 o� - s--4 M-3x4 1, y 1-00 6-00 'PROVIDE FULL BEARINGIJts:2,3,41 JOB NAME : 5-A POLYGON NH - J4 '<(` ,1«c� PROre Scale: 0.50914. WARNINGS: GENERAL NOTES,unless otherwise noted: '�+I 4� J 7' - 'tTru1.Builder and erection contractor shs$ld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 '920!P E (- Truss: ss: J4 and Warnings before construction drmmences. 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 Ina re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2' 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)C and/or d all BC. Y . DATE: 8/22/2014 gas ( ) y'� the overall structure is the responsi Dilay of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +/, /�"' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. x A, OREGON J,,/ 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, 4,• 0� SA_, design loads be applied to any component. and are for"dry condition"of use. /,,`++�,, "Q r.Q -1t- necessary. BANS I D: 406556 5.CompuTms has no control over anti assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C! 14, (e)''' � necessary. f�,} fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided '+, �,,, 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 III ll Il l lllll till IIII Ill lllll I I'll TPIIVJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In inches. EXPIRES:r� ..11 r/nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Gn PInES:1G�731(G015 11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&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=(-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 KDDF 625 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. DDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" T f MAX IC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" /- -V 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 7 hNOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. CO O O Lo O/ in Kra O O� ►/ 1111.-=911-114 - M-3x4 f- y J, y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME: 5-A POLYGON NH - J3 5x Scale: 0.5712 ` /Zz 1 0 WARNINGS: GENERAL NOTES,unless otherwise noted: '('ZiG�ZJi/ it�l!r.-' y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual .92 S S P E (- T r u s s: J3 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 atAll, 0 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++ C �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. -Sa OREGON S E Q A-„ N� r(,, design loads be applied to any component. and are for"dry condition"of use. f� }, 7 (�: 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 t�, fabrication,handling,shipment and Installation of components. necessary. T 7.Design assumes adequate drainage is provided. M,c 1'Y`�\„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center !l III IIIII 111111111 IIIIIIIIIIII I III IIIII IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. rr CC t. rf 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �nI`1 RGS.1 L/31fi01 5 1111111011 IIIIIVIII 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 I.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 IC 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 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nets 5 osfl uplift at 24 "oc spacina.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" 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 7MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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 D Co O,,_ to O - O� 2 <4 M-3x4 A- A y ,I 1-00 (PROVIDE NULL BEARING;Jts:2.3,41 6-00 „atR Opt, JOB NAME: 5-A POLYGON NH - J2 P �,� Scale: 0.6380 131 NE({��yl,d /0 WARNINGS: GENERAL NOTES,unless otherwise noted: '/+(.J1 ,++F"�f I li, J2 1.Builder and erection contractor shot Id be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual - 'I92 II PPE q'^ Truss: J 2 and Warnings before constructionmmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must a installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to inst�e 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.Pkttlitional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...-r - DATE: 8/22/2014 the overall structure is the responsiPility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11C. 4.No load should be applied to any ccenponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -,r OREGON �( SEQ. : 6037180 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,iX design loads be applied to any component. end are Por"dry condition"of use. /' .!/�,,. 4 TRANS I D: 406556 5.CompuTrus has no control over an assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 r fabrication,handling,shipment and Installation of components, necessary. Jj%,�r 5 7.Design assumes adequate drainage is provided. ' ,�' Rio_ ". 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 it 111111111111111111111TPI NTCA in BCS(,copies of which will be furnished upon request. git coincideicwith 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 HH IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2 Design checked for netj-5 osfl uolift at 24 'Sc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339° 0-11-09 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 14.00 not exceed 190 at time of manufacture. 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=1.6 Truss designed for wind loads in the plane of the truss only. I o I,- 0 v 0/_. CO V 0 0 N O/- �4 -V -3x4 y /, y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 9,03 PR°Fe,,S JOB NAME: 5-A POLYGON NH - J1 Scale: 0.6505 �� ?Jt `1 WARNINGS: GENERAL NOTES,unless otherwise noted: ) r^�'2 Z IA '$� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .:,72 0 1 P E t"• 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. 411101.11. ' 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 asplywood sheathing(TC)C and/or tl all BC. t'±wn - DATE: 8/22/2014 gR s ( ) - �I,� the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� 1,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. -�x OREGON ^V SEQ. : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �l? design loads be applied to any component. and are for"dry condition"of use. /A�+,, .41 is* 2,o TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if u 14, necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ii R i 1o,,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiictwith jointacenter lines, 9.Digits indicate size of plate In inches. t r't MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) L1lPI REJ,12131,'201). 111 IIIIIIII 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- 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,CI8,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'- t1.6" -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" 1' ''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" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce•resisting o system and components and cladding criteria. o Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 m load duration factor=1.6, co Truss designed for wind loads u in the plane of the truss only. i o LJ m O 7 0 o -A _ _iLi., 9 N B M-1.5x3 o M-3x4 M-3x4 M 3x4 A I y y P 2-03-12 3-08-04 1, )' 1, 1.00> 2-05-08 4-06-01 y 1, 6-00 0-11.09 [PROVIDE FULL BEARING:Jt,s:2,4,9,51 PR 0 JOB NAME: 5-A POLYGON NH - J7C - likc IN t � s� Scale: 0.2681 �\�J � /0WARNINGS: GENERAL NOTES,unless otherwise noted: f+(y iZU�/Il�/f T 140 1.Builder and erection contractor shot Id 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: J 7C and Warnings before construction rbmmences, 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• 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). ..„,„1 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++ " J„ 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. •x OREGON EGON �{ 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, �{h design loads be applied to any corn Donent. and ere for"dry condition"of use. /.`' .q i, �`i TRANS I D: 406556 5.CompuTrus has no control over ann assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if tJ a} �T fabrication,handling,shipment and nstallation of components. nesessary. h- 7.Design assumes adequate drainage is provided. P h , 6.This design is furnished subject to t 1e limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 1l 110111111111111111 TPIM/rCA in BCSI,copies of whicft will be furnished upon request. git coincidewith Jointpate center lines. 9. Digits indicate size of plate in inches. n t hn 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:nc0.12f31I201 . IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=( 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 SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO 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" f f MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" A- -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCOL=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 M-4x6 T CO CD C. CO / iI8 M-1.5x3 o M-3x4" M-§x4 0 M-3x4 y 1, y 2-03-12 3-08-04 1, )' 1' /. 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2.4.8.51 JOB NAME : 5-A POLYGON NH - J6C I t> "-,, Scale: 0.3244 �?�� "V WARNINGS: GENERAL NOTES,unless otherwise noted: '.(,J iiiN.T1LLL p -�J 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+$r"E r- T r u s s: 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. .r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'c.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. r - DATE: 8/22/2014 p gR s rw ( ) e��r the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ {�" c�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. -�a vR �}( SGV!. : 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, --, '47 Ntn ,(, design loads be applied to any component. and are for"dry condition"of use. /..'//�� +'Q�.^ � 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 c J 1 �s necessary. J�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'R A 10- 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 IIIII IIIII I III IIIII I III(III (III TPIIWfCA in BCS(,copies of which will be furnished upon request. Digit coincideiindicate with jointacenter lines. 9.Digits indicate size of plate in inches. EXPIRES: ppCC�+ r�7+� MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) GXr(rtCJ.12(31/201 1111IIIIII 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) 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 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 fl 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 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 T MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" --i MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 8 no Co o Co o co '' 7 M-1.5x3 CD o M-3x4 M-3x4 M-3x4 ,,- ,1, ), ,i' 2-03-12 3-08-04 k ) J, ), 1-00), 2-05-08 3-06-08 L 6-00 I PROVIDE FULL BEARING:Jts:2,4,6,51 ' .0 .e., JOB NAME: 5-A POLYGON NH - J5C PR Q Scale: 0.3224 GINS , 12z/>WARNINGS: GENERAL NOTES,unless otherwise noted: 4J - 1.Builder and erection contractor sho rid be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual lt`921}SPE 5'7 Y Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mustbe 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 �r 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4 " DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. NNW - DATE: 8/22/2014 PYA e(r ) mN ( ) " - the overall structure is the responsi Ality of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +*. ('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 ^cr SEQ. : 6037184 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- \1M A, design loads be applied to any component. and are for"dry condition"of use. /" ,-7 Y' Q h..-T- TRANS I D: 406556 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 u /4 '�T' necessary. 1, i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '! P Fl 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 IR II III I IIII Hill IIII IIII TPI/WfCA in BCSI,copies of whict will be furnished upon request. lines coincide with joint center lines. -- 9.Digits indicate size of plate in inches. 10. 1 c+ r1 to MiTek USA,Inc./CompuTrus S♦aftware+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:i G1 x1(2015 11111111111 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 1.20( 0) 86 2.7=(-58) 82 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" D,C. 2-3=(-150) 0 6-8=(-70) 98 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) ' Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 'COND. 2: Design checked for net(-5 nsfl 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 f MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 14.007 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o*PN o Truss designed for wind loads o in the plane of the truss only. v a Cd 0 ra o� NA.M ...._..- 8 _. o ��I�mi o M-1.5x3 ./- W� N 0 M13x4 0 M-3x4 M-3x4 s- ,1 y 1, 2-03-12 3-08-04 /, > y 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME : 5-A POLYGON NH - J4C -,,,c.-�0 PROp os Scale: 0.4172 �� ''�"f�' WARNINGS: GENERAL NOTES,unless otherwise noted: ) r� '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 0!F E Y'^ Truss: J 4C 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. Ad" 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 all BC. r�rr DATE: 8/22/2014 responsibilitybuilding designer. r cw gR s mN ( > /-lebridgingrequired 1CZ' 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 40 SEQ. : 6037185 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, I-- NN�Ih r design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if tf4 fabrication,handling,shipment and installation of components. necessary.Design 7. laesassumes adequate one dthi face iso truss, �,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center VIII HO VIII 1111111 IIVIII IIII II II II I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerinches.9.Digits size of plate in Inches. t 10 nnnn 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 V15 111111111 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 #1&BTR SPACED 24.0" O.C. 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 'I T MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" /- -/ 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 I MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" # NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. C) Design conforms to main windforce-resisting system and components and cladding criteria. 0o Wind: 140 mph, h=21ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, t, (All Heights), Enclosed lat.2, Exp.B, MWFRS(Dir), Cl load duration factor=l.� Truss designed for wind loads 0 in the plane of the truss only. 111 5 o� -i -/ o� N� �o M-1.5x3 o - k 3x4 0 M-3x4 M-3x4 A- ), y ), 2-03-12 3-08-04 I I I I 1-00 j, 2-05-0$ 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,71 ig„JOB NAME : 5-A POLYGON NH - J3C qtcI - s Scale: 0.5570 ' VCZillY WARNINGS: GENERAL NOTES,unless otherwise noted: Gr1.' 1 T `A 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .92+!P 1=. 5- Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f , 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C end/or d all BC. WOO,- DATE: 8/22/2014 r gR ) ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� Q. SE /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ys ,q_OREGON (j,. 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, 4--, % N�y4 design loads be applied to any comxonent. and are for"dry condition"of /,,°++�� "(1 1." CS TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing use.all supports shown.Shim or wedge if C+ ��T necessary. 44 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -' 1R 10- 6.This design is furnished subject tot 1e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit coincideiiwith jointcenterche. 9.fines 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 Inn 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 k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(•30) 39 6-5=( 0) 8 BC: 2x4 KDDF R SPACED 24.0" O.C. 35.7=(-43) 53 3.7=(-56) WEBS: 2x4 KDDF STAND3-4=(-33) 35 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 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 usfl uplift at 24 "oc saacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX TIL_ L DEFL = 0,000" @ 5'- 4.7" Allowed = 0,179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 14.00 MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222° MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M 4x 6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �� o Design conforms to main windforce-resisting T system and components and cladding criteria. 11111111111\- C", o 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), load duration factor=l.� ci- Truss designed for wind loads od� in the plane of the truss only. ✓ O� I8 - a co 7 �� LC) M-3x4 o M-1.5x3 c. ��I 6 0 M-3x4 M-3x4 f- 1, y ), 1, 1-03-12 4-00-15 0-07-05 y y y ), 1-00 j, 1-05-08 4-06-08 j 'PROVIDE FULL BEARING;Jts:2,4,7I 6-00 {O.Qg) P R Orbe JOB NAME: 5-A POLYGON NH - J2C Scale: 0.6194 tics ! GINE 6r, WARNINGS: GENERAL NOTES,unless otherwise noted: 444v .y+ / - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .c�1lJG f III P E t"F Truss: J 2C 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. ®'®T ,. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l�~ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. www -. n9(T ) My ( ) DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41A �/!,,��' 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. -t OREGON "+J S E Q. : 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, , O .t" design loads be applied to any component. and are for"dry condition"of use. /,'r, 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 4l ...,A.,- necessary. t1 { fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A 1 l..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 I II VIII I 'III VIII II''III III TPIM/rCA In BCSI,copies of which will be furnished upon request. git coincideiitwith jointcenter lines. a.Digits indicate size of plate in inches. r� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1888(MiTek) G}riptnE.rt9.12'31i2t11 11111111111 IIHIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.B" 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" O.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,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL QDND. 2: Design checked far net( psfl uollft at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" 8 -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" 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 I/. 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=l.� Truss designed for wind loads in the plane of the truss only. co0 0 Li) o Li, 0 co 0 r/- Lo pm p2X 4><- M-3x4 XM-3x4 2-00 2-00 5-11-13 [PROVIDE FUL. BEARING;Jts:2,4,3] - PRO JOB NAME : 5-A POLYGON NH - SJ2 Scale: 0.4859 s. < �J `,, `(7N <0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ` IT [� r� 1.Builder and erection contractor shotld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s 922 a',PE E Truss: SJ 2 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 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 as ori sheathing(TC)C and/or d all BC. 'o" .. DATE: 8/22/2014 p ger s ( ) � the overall structure is the responsi>ilAy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� �L�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, a OREGON 1 SEQ. : 6037188 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, 6.. 47" design loads be applied to any component. and are for"dry condition"of use. /`,,++��,, "1 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 J 4, �P necessary. ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. fin j t.1„ 8.This design Is furnished subject to Me limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIID II II VIII I III VIII I III IIID IIII III) TPIM?CA in SCSI copies of whirl will be furnished upon request. git coincidenictwith jointacenter lines. 9.Digits size of plate in inches. MiTek USA,Inc./CompuTrus$pftware 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 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" O.C. 2.3=(-90) 48 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) Connector late prefix designators: 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF 625 p g LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net( pcf)Jtp>;ft at 24 "oc spacing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.003" @ 1'- 0.1" Allowed= 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11,1" / --/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads O in the plane of the truss only. In cu CA O C) Of- IAOnIJMIIIIMM O," 2illi 4 Ills.- M-3x4 1 1, y y .1 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ1 Scale: 0.6869 `` \7�+ } x'`96 WARNINGS: GENERAL NOTES,unless otherwise noted: '�C i//G Gil - I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. !9210 PE rTruss: 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. /,,/z 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 byelosow is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,+-+MPr= �� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�c t�.. 4SEQ. : 6037189 .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 j4 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, I-- \{M design loads be applied to any component. and are for"dry condition"of use. 4,, .St n �i 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 e.j 14, �T" fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 'vl,'h MO- 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 +""ff 1VIII 100 IIIII VIII II Olin IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. indicate Digits ndicatate 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:12I31l201 IIIIIIIIIIIIII 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 M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-82) 64 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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: 24.0" 0.0" 5'- 9.5" -128/.2/ 235V 546V 20/ 8OH 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCONO. 2: Design checked for net(-5 osf) uplift at 24 "oc soacinp.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0,0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 -3-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.001 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting f- 3 4 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 it (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6 Truss designed for wind loads N in the plane of the truss only. 0 CI a C. N O N r,.,_ 1 c.c, 2 X ><-5 1 M-3x4 M-1.5x3 / k 1, 5-05-12 0-03-12 k k y 2-00 5-09-08 t,0 PR 0, JOB NAME : POLYGON PLAN 5A NH - H2 Scale: 0,6156 , ' '7/3///'r+IN is.�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ('bt �y+�31bC H2 n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92 0 11 f"E. �r Truss: 112 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'oc.end 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 asplywood sheathing(TC)C and/or d all BC. ..fir ' 9(T M+' ( ) ?"' DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f /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. TiOREGON i{t 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, ; .. - +��` design loads be applied to any component. and are for"dry condition"of use. ✓',A '1 f 14, +.d �'4-" 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 if V necessary. t tt fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CFo R l b1"` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/VJrCA in BCSI,copies of whirfh will be furnished upon request. lines coincideitwith joint In inches.9. Digitssdsize ofintplate eto ilines. o[ 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:1 G 31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'• 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-57) 13 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) Connectorplate prefix designators: 2'- 6 2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625 Q 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. ICOND. 2: Design checked for nets osfl uplift at 24 "oc s acp ino�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 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), load duration factor=1.6 3 Truss designed for wind loads in the plane of the truss only. '' v 0 N 0 O in .-- .,-/- 7 T p El O- W 1 M-3x4 4 A- ), ,/ ; 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1a � e's Scale: 0.7786 � ,(pit n 171JJJ WARNINGS: GENERAL NOTES,unless otherwise noted: �'4J pC.- . L1 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*ll r E C`F 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 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 4,4001911, • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ }t,�' 4SEQ. : 6048199 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�-,r OREGON ^K! 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, I,•, Q ,+(` TRANS I D: 407311 design loads be applied to any component. and are for"dry condition"of use. 6. /�,�.+n'.,, ),. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 5 r 742.0ty fabrication,handling,shipment and installation of components. necessary.Design i_ 7. laesassumes adequate one dthi face iso truss, •f RI ,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111111111111111111111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. r C rO nq MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) En PIRES.11 a1/GUI 5