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Plans (22) N\V-,13. .A- a§s() ItiLck. c2A Si. 3T-011 1 Kw6cAL, ca. V= 16=56 C4 -1--r- , --,-- - \ 1=1.1.1.11.1.1re ,dllt, X -.1.11radr AA\ X MMIEMMINIIIIW,F Aft. X II ld ..1? r... 11 ° C3 (8) ZWAtOA‘X44 1.1.1.1.1.1.1.1.r . 11, -1111111, 1%1X%,,, 0.12 ---- at mr 16.11° Li? RS li-- 8 I : I 14 :12 > 8:igs 6:12 c2 Cdn , , 1 1 112 1.4 6 11) A21B1 1 ILI 6:12 o ../ii / / , MACE D1 2 , .CONFOFZMS TO DESIGN CONCEP- _t___ 0 CONFORMS TO DESIGN CONCEPT WITH 14'-? I El CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN 1.- 114' I 0 CROEvNIFsOloRNMsSNTc?rEDDESIGN CONCEPT WITH ElNON25'0-CONFORMING-REV*AND RESUBMIT -I 1T-3 V? 0 NON-CONFORMING-REVISE&RESUBMIT :w,,,sp,,,,, coLeawaeues .........H 'oPup.w ,3H,sEE,4 ,E,vED00,,r,0,,!.,rie THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE VE 1/F WITH THE asiai C.ONCEPT alLVAP ai AfiLRELIEVE Tit --------- - -- - - --- -- -- - - - Dr1WhtiGS,S,ECVICA7IONS,AND PP:.CRELE CODE:,Alt OF lV,iiC,,HAA FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WI THE ,FiORM(0,,ERTEN,8,40FDRAWNG. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia Fukul 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 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW07/25/14 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND • ENGINEERED STRUCTURAL M A PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER . PLAN3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS pam p.,,..„ umber PLAN: DRAWN BY. REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO A, DESIGNS RRAA -CONSTRUCTION. & TRUSS '''', COMP-ANY DELIVERY LOCATION: SCALE: REVISION-3: ,..„ 1/g'= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. L^1 CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH El REVISIONS NOTED CONFORMS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN 'HIS SHOP DRAVONG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 37'.O ❑ NON-CONFORMINr-REVISE AND RESUBMIT WITH DESIGN h CC CE 7 ONLY AND DOES NOT RELIEVE HE FABRICATORNENDOR OF RESPONSIBILM FOR CONFORMANCE WIN DESiGN DRAWNGS, IFI AT NS AND ARPLICABLE CODE&ALL OF WHICH NAVE THIS OP DRAWING HAS BEEN REVIEWED FOR NEPAL CONFORMANCE PRIORI OVER THIS HO DRAWING. WITH THE DESIGN CONCEPT ON V AND DOES NOT RELIEVE THE By_ Alexia Fukui Dote.._9/22/14 FABRICATOR/ iDOR OF REPO SISILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGNDRAWINOSANDSPECIFICATIONSALLOFBIICHVAVEPRIOPJTH OVER THIS SHOP DR`'` R SHALL VERIFY ALL DIMENSIONS. V= 161-5" Tadd R. Eaton Date: September 19, 2014 CT ENGINEERING INC \',\\\\\\.,\\s:, \ ____...---- 5 • 04 . \ \\.\\\: 13 1? / ! '-- 4 8.12 47, z/iliii 115 6:12 C201) Cl-'' '''----- -----;\ I_ 0 (2) Ve. J 818:12 12 � / �:rt Al W � b 6:12 D2 ..... '_L..._ 1e _GARAGE D1 11'4' 4. -I 251-6' ,� I./,,,„/ 1T ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 07/25/14 TRUSS CALCULATIONS AND x ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING PLAN 3B DESIGNER/ENGINEER OF RECORD �� RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3-B / CHECKED BY: REVIEW AND APPROVE OF ALL D TR C C PA;N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION & rI 'fr 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. MI IIIIII Ro ml 1 MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. 4 ct 870 2PE: f 9� vN v tet, OREGON (d 4ti 90 'OBER A\ ° S9 A. HER r __ - - ------ - -- - — - -- 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. mit MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B 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:R41832580 thru R41832590 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ONIO 14, O% o WA ¢vim } Q�'6 ts1 O49639 crsT S 4 fir,+r, April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15.41:04 2014 Page 1 ID SygD?CTgSFZSJSNcS1 ttIDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnB Wx5h?SixgeVBzOQRz 1 250 I 10-10-211 1-2-0 II0-11-2I Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 / s2 3 4 57 8 9 10 o :': B.\o B � 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 I I 3x8= 3x4 = 12-6-2 I 11-4-2 ip-11-21 I 18-9-12 11-4-2 b-7-0 0-7-0 6-3-10 I Plate Offsets(X,Y): 16:0-1-8,Edael.17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONIC TOP CHORD 2-3=2976/0,3-4=-2976/0,4-5=-3689/0,5-6=3689/0,6-7=3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 O Q1 WAS"Q„. WEBS 2-17=1913/0,2-16=0/1299,4-16=660/0,4-15=57/292,5-15=281/0,6-15=62/602,9-11=1916/0,9-12=0/1262, CJ tf � iv o. � 7-12=756/0 NOTES 0, .efir' `. C11 N 1)Unbalanced floor live loads have been considered for this design. T'` 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. ''d 4 ' I� rr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to {� .4° 49639,,Cy be attached to walls at their outer ends or restrained by other means. SISTER LOAD CASE(S) Standard .4 ,i1,0). cO PROpe t?�� G I N -r '‘'(' 0.0wd 870 2PE liiiii - prOREGO o 4/ ©•5 14 HER P EXPIRES:06/30/2015 April 22,2014 it , A WARNING-Vedtf design,yais0ietas and RERENOTES'ON MIS AND!MEWED M77EK REF€RNT/Cl PAGE NH-f 473 rex 1/29/1114 BEFORE USEI 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 p/t erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/tPl1 Quality Criteria,DSB-89 and BCSI Guiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t#Sevestee Pine-OPT lumber is specified,the design-values are those effective 064100/20S3 by MLSC Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_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 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4_UhkVT4z2QtKspB?L1ZhZ19E9RZ4zOQRx 1 2-6-0 1 1-9-8 I I 1-2-0 ii 1-6-0 I I 1-1-12 1 1 2-5-8 I I 1-2-0 I I 2-0-8 1 I 1-4-0 I Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 I I 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 a e e e e N I F11 e e e e VV m ° e 23 22 21 20 18 17 16 15 14 1.5x3 I I 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6= 12-7-4 I 8-8-12 I 11-5-4 '12-0-41 I 17-4-12 I 21-5-12 I 8$12 2-8-8 '0.7-00-7-0 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edgel,17:0-1-8,Edoel.116:0-1-8,Edoel,122:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) IONio tsl'I FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. (�0` Itn TOP CHORD 2-3=700/0,3-4=-700/0,4-5=304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, t.' e' s►f,\ 9-10=0/571,10-11=0/571,11-12=0/566 : ' /1 d r. Jo BOT CHORD 22-23=0/653,21-22=0/700,20-21=01100,18-19=0/468,17-18=0/468,16-17=0/468, + tg r N 15-16=-22/297,14-15=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=540/0,6-20=0/535,7-19=642/0,9-15=-821/0, 12-14-66/308,12-15=-457/0 �4 1.7 NOTES 16\\,,,,c,?-49639 0}, ' isis 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. `r'S'ION.A1,V. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing Mate capableof-withstanding-400-lb-upliftat-joints)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2a0b.1 and referenced-standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��( PR—. be attached to walls at their outer ends or restrained byother means. 7)CAUTION,Do not erect truss backwards. kr�� 1,t SFR 1 /��' LOAD CASE(S) Standard C 87022P,. f , it >. . y '0,, OR GON rq,O� yC' BER 1\ �" A. HER�A EXPIRES:06/30/2015 April 22,2014 t WARNING-L'esiff deaiga pardtne+0n and READ NOTES UN THIS AM IMIULED HUM REFERENT'PAGE 1411-7411 sex 2/29/1816 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the '�eg 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/fP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlonnation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 185Cutt cars Pine(SP}kwmles is sgcsifisut,the design values,ase t exe effective 96{01/2013 by MSC Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 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 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWa06LIu4gegafQXPz40jz19buOuu16WzOQRw 2-5-4 1-2-0 1 I 2-0-8 I 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e o e e o I o N I 444044 — .."11111"...-- N c.IIIII -. e e 44440444 �, e • 1 r, 11 10 9 g 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 13-3-4 13-10-4 II II 8-7-12 e3 12-9-0 2-8-4 0-7-0 0-7-0 0-13 48-0 0-14 3-11-12I Plate Offsets(X,Y): 12:0-1-8,Edge),110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 01 ONTO i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ©c Q WAS f',, TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 tit, gyp, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 �1 , 4 J'+ -,)' "ltd WEBS 2-12=610/0,4-9=841/0,6-8=123/255,6-9=-444/0 c p- NOTES %i 1)Unbalanced floor live loads have been considered for this design. " 4' 2)Refer to girder(s)for truss to truss connections. •cI; 49639 tze 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4 1. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. , '',4-, C5.S 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ` ION AL S14 -4 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard < �� PR 0,F-4-„,��GiN4- 3 s./0- 8 ! 2PE y �A3J„ OREGO n qtr © P S A. H eR\-4 EXPI RES:06/30/2015 April 22,2014 I B A WWARNrM -Verify design pusanie9rsand READ NOTES uN'THIS AND Ih t#DED MITER REFERENCE PAGE 1411-1413reit 1j$9/2074BEF3REI3S£ D �� Design valid for use only with Mirek 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 p erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtiy Cdfena,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 I85cuttsen-nrPine(SP}1vmiser is specified,the design values use these.effective 06I111J2013 by AL5C Job Truss Truss Type Qty Ply 3B R41832583 PL14-119 UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID.SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-ztRn4w8LhFCw1 f5COSuylx86o2Xl cal dYereyzOQRv 2-6-0 I 0-8-4 I I 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x6 4 5 6 7 8 e e -0- 0 ,:: 0 O '' N cif)--- \-N o7° e e 14 12 11 103x4 9 3x5= 11 x3 I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(KY): 15:0-1-8,Edgel.110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift 14=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) `.,A" ONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. © O'WASIt i TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 �' ,s.+ ` VQ BOT CHORD 12-13=-260/0,11-12=0/429,10-11=0/429,9-10=0/291 `4' /r `2Q, d WEBS 3-13=-330/0,2-13=306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 i,.. !' ' N J NOTES 1)Unbalanced floor live loads have been considered for this design. ` 2)Refer to girder(s)for truss to truss connections. l'+ 49639 C,�j' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. ks.-, T E �X 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,�S 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to sj0NALS'' be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do noterecttruss backwards. - TT LOAD CASE(S) Standard ��c0 PR IOFFs„ cDs ‘.,4.61NE - ,-4' 87022P. y 4>„ OR GON (19 4�v .16 ' 'BSER 11 EX PI RES:06/30/2015 April 22,2014 8 ®WARNING-Verify design yarane trs and READ NOTES ON IRE AND MUDDED MITEK REFEREha PAGE bill-1473 rec 1/19/2Oid BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p1 j°E� ° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fir) i fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII 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. if So m Pr Pine ISP):rumba.is 1f ed,tine dewier valaes axe ti ese etfeatl=re DS Alexandria, 22314. Citrus Heights,CA,95610 #f5j2013 by AL}xf Job Truss Truss Type Qty Ply 3B R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSJSNcS 1 ttIDzR3Xv-ztRn4w8LhFCw1 fsC05uylx4doyH l a31 dYereyzOQRv I 2-3-12 I I 1-2-0 1 1 1-0-0 1 2-6-0 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e v ee _ _jr— _ o 0000000101.1.11.111 NN e e \t/{rf F1, . e "'o 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets MY): f2:0-1-8,Edgel.f10:0-1-8,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 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TO TOP CHORD 2-3=-1204/0,3 4=1204/0,4-5=-1646/0,5-6=-1646/0 Y" BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 c) ��'VOLSittt,*tel, WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=545/0 NOTES ' z. -, Ti 1)Unbalanced floor live loads have been considered for this design. .... , { 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. 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 4k be attached to walls at their outer ends or restrained by other means. U h 49639 / 0173 LOAD CASE(S) Standard ��0NALG� DEQ PROP . Kir 87Q22Mk PE 7 -0,), OREG N c)I >' CSS A, HECkv. EXPIRES:06/30/2015 April 22,2014 $ $ A WARNIP6-Vedf y design parameJ7 and REAL NOTES ON THIS AND MUUDED MUER REFERENCE PAGEIf17-7473see1/29/2014BEFOREUS£ �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 MiTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,SSB-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 OP}lumber is o ettfleth the design values avis these etrecetve 0Gfe1j2055 by AtSC Job Truss Truss Type Qty Ply 38 R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-wGZXVaxPtJVw9LpFJp7M 1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 I 49-8 I I 1-2-0 1 1 0-9-4 1 2-0-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 I Scale:1/2"=l' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 ® e e o 0 0 e _ _ -\- /-11111144r - N , o` e e e e 16 15e 14 k 12 11 '2 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4.8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-41 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edgel,18:0-1-8,Edoel,114:0-1-8,Edoel,115:0.1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/rPI2007 (Matrix) Weight:64 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=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) tONro , FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. te TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 o Ov WA,S4,4 BOT CHORD 15-16=0/567,1415=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 (, u, Gy , WEBS 2-16=612/0,5-13=595/0,5-14=0/291,7-13=488/0,8-10=353/0 '2' �c j'/S . _ar ifi NOTES i N 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. „d / 3)Refer to girder(s)for truss to truss connections. 49639 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. �1t+ �Gx51E � 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. N'? 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to s"SjONAL � be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erecttruss backwards. — LOAD CASE(S) Standard 0. PR 0 F co iN�O � /p. il; 87022P .4, (:,ie„ t I y 'T' OR GON rt:'o 0trr 9 8ER \\ N" 4S A. He.0 ' EXPIRES:06/30/2015 April 22,2014 A it FAME-Vedfydesign yarametrsand READ f,01ESGNMIS AM IM ilDED Mr7F_K REFEREha PAGE MII-7413 rear OW 2014 BEF1REUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. it Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ll is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p A�T��a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 t#Southern Pine/5Pt lumber is specified,the designvalues are those effective 0641/2013 by's5 LsC Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP FO8 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcoOvMErXUJ WsVFHzOQRs I 2-6-0 I 11-0-10 11 1-2-0 II 0-11-21 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • • o / o 414410%.4444.0440.4.4 a/e® e\ o N A -. aAX 1 16 15 14 13 12 o 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-10 I 11-6-10 lg-1-101 1 19-0-4 I 11-6-10 0-7-0 0-7-0 - 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edcie1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01 ONIO $it TOP CHORD 2-3=3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=3451/0,7-8=2988/0,8-9=2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 or? v WAS] WEBS 2-17=-1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,5-15=266/0,6-15=69/599,9-11=-1940/0,9-12=0/1285, 7-12=786/0 . ' �r r Q.� NOTES Z CO 4� "Z, 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)17. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 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 496396 be attached to walls at their outer ends or restrained by other means. '',t IS IS LOAD CASE(S) Standard ,, [} PR OP.6—' ._..._ -___ -___-.__ .�...-- - ----__ _ _-.._- -. _-_ _-_---__ - __-- _ _ f. A. -F A, OREGO c q <v <v9 `� ER '\1 0043'1/sA. HE P EXPI RES:06/30/2015 April 22,2014 A , A WARNING-Vedfy design yaranretrs and READ 5015505 THIS AND ma WED MUSK REFERENCEPAGE P151-1473 me 1/29/206 B547Rf t1 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 t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �igQi'* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Frei( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Buiding 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 Pim(SP1 lumina 4 specified,the design values axe trove effective 05/0112013 by MSC Job Truss Truss Type Qty Ply 38 R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJ WsVFHzOQRs I 2-6-0 I 1 1-0-14 11 1-2-0 11 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 ro N I l 000.00.0011.1.1. e \ a�- ®`0 N a e 9 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-14 I 11-0-14 12-1-19 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edael,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i ".ONIO TOP CHORD 2-3=3025/0,3-4=3025/0,45=3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=-2992/0 r•-'- BOT •-'- BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 o fl''41(AS/,r„ r WEBS 2-17=1940/0,2-16=0/1326,416=687/0,415=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, rv} �5,.'' ,,-WAS/Ni „ 7-12=789/0 ', GAJ � © 6 NOTES ,z — 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)17. r` 1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,� 49639l 4 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 " �C be attached to walls at their outer ends or restrained by other means. 4's LOAD CASE(S) Standard -10NALE �t `r 87022PE r ry y SAT ©REDO �o �N 0,-, SER 11 -- �`S A. HEQ EXPIRES:06/30/2015 April 22,2014 i + WARNING-Veerdeu/on parameters and READ NOTES ON MIS AND INaUDED MITER REFERACE PAGE MII-7473 Mc 1/4/2034 BE REUSE 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 MI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the il erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ( Ilk$ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Dill Quality Criteria,DSB-89 and BCSI Bullding 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 ltkaonfxnmn Pine 5P}tumbler is apecifiett,the:design values ase thexe effective 42/24:11.3fay*LSC Job Truss Truss Type Qty Ply 3B R41832588 PL14-119_UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:12 2014 Page 1 ID SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I-- 1-4-8 1 1 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e _ ® e o 0 N N ''V.V7 e e ., e e �nf 1 11 10 9 3x4= �-7 3x6 = 1.5x3 II �� 3x4= 3x4= I 6-9-0 1 7-4-0 1 7-11-0 1 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edgel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 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=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,a.„,\IONTO TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 g WASiIr, WEBS 2-12=998/0,2-11=0/384,4-11=21/333,6-8=-750/0,6-9=0/566 ( 1 G' NOTES v i-- .`A 1, c ra 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)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 1tT 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. fl -GIST LOAD CASE(S) Standard �WONAL' V. PR t?p _NCa 04,G 1 N E g /p ___________ N -7 i, OREGO ri, Qtr 9O $ER \\ c' EXPIRES:06/30/2015 April 22,2014 o __ r WARNI:F+ -Verify design pataaet isandREADNOTESONTHUSANDINal#DEDFtTTEXREFERENCEPAGEN11-1473 me 5/29/2014BDFOREUSE Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p pMak'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i V' iii fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Dill QualIy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 N Scatriaaras.Pine-WI bobtee is wiz tiled,the dasiga values ata ftwie.effg€ilsrx O{/*3/2513 by M ED Job Truss Truss Type Qty Ply 38 R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSJSNcS1 ttf DzR3Xv-KgEg7czHAEtvOpYp_xh3fof?ZpmNis4nmgLcjAzOQRq I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 1 I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e y _ e o I o N ,000000110- N e e „ 1 A 1 Z 11 10 F—/ 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 I33-4 I3-10-4 I II 8-7-12 8-f-f 12-9-12 I 2-8-4 0-7-0 0-7-0 0-Y$ 4-8-0 0-4J; 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 0-cONIO `l" FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0$ O WAS/ft, 44, TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 '110 - BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 '- v )� � ',d WEBS 2-12=-610/0,49=841/0,6-9=-452/0 ( '� NOTES N 1)Unbalanced floor live loads have been considered for this design. '°� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. (� It`�j 49b39� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �'s G'1$TES ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 44NAL„ G be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��4 ,O PR QFF. �c,c• ANGINfi5' %%' 't- 870 2PE fir” u y4i„ OREGON Q�QurN 0,-, MISER 1 S A. He � . EXPIRES:06/30/2015 April 22,2014 t r WARNING-Verify design parameters and READ IitVIEEON MIS AND Ih6.t/DED 6715K REFERENCE PAGE 1411-1473 res 1/4/2014 BEFORE 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 4111 I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■,��l1i�s erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I1r' fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/tPI1 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 tf Ss uthex>Pine(SP)-flambee is epecifswd,the design values eve these effective 55/011252.9 by AIM Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xvo1o2Ly_vxX?Mey70YeCICOBAgD3URJlw?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 1 1 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 11 3x4= 1.5x3 I I 1 2 3 4 5 6 I e e e 00 N N ,k e e e 10 9 8 3x4= 3x4= 3x4= 3x4= I 4-6-8 I 5-1-8 I 5-8-8 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8,Edae1 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) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress 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=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ^+}ONIO ` ' TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 � �,o -4>4' WEBS 2-10=-738/0,5-7=-572/0,5-8=0/38244, �C r NOTES Z „, w Q'2,. @ 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)7. er 4)This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd ,v 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to fl O rS'ISt 4). be attached to walls at their outer ends or restrained by other means. ' ',es C!SST$R , LOAD CASE(S) Standard 81ONAL c.n Q PRQF4.;s c*g GI fVE0'Ir ySAT OREO N cp,40' -5)0't 8EB N 41 A, HeR EXPIRES:06/30/2015 April 22,2014 S A WARPIIA6-1refify design ya nee'tEns and READ MVBTESON Tins AND mama MIIEK REFEREAU PAGE 01II-1473 rex 1/28/Z0Id BEFORE 11SE 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 p�iTe < erector.Additional permanent tracing of the overall structure is the responsibility �Y�of the building designer.For general guidance regarding # fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infornotion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southeuw:P`ne ISPI‘krirtbars is specified,the design values are those effective 06/0112013 fro Ai SCC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I� 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 „ 2. Truss bracing must be designed by an engineer.For 0'lit 6 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 31= -_ p bracing should be considered. F , lua.. 3. Never exceed the design loading shown and never ILlIpilis stack materials on inadequately braced trusses. 0 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ' 6.7 C5.6 designer,erection supervisor,property owner and plates 0 'dd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D-sign 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. Un ess otherwise noted,moisture content of lumber sh.Il not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Un ess expressly noted,this design is not applicable for PLATE SIZE us: with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.C.mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re•ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 cia ber for dead load deflection. the length parallel to slots. 11.Pl.te type,size,orientation and location dimensions iri.icated are minimum plating requirements. LATERAL BRACING LOCATION 12.L'u ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in.11 respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published sr cified. ♦ by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.T chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s�.cing indicated on design. if indicated. 14.Bo torn chords require lateral bracing at 10 ft.spacing, or ess,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. 1M=Mr reaction section indicates joint 1110=.11 111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®ii! 18.Use of green or treated lumber may pose unacceptable ►--� en ironmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for MetalMAII pr jest engineer before use. 19.Re iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. an, pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. miTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. 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). 4vo ,c , , 0 ', t 40 t Ac ;e xj AL I ice. � IV 6 ypipPS 6/30115 : IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3n the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 i'M-4x4 3 ON 12 12 6.00 1/ -,1 6.00 M-3x4 M 4 M-3x4 CO o/-— a V- Jill M c 0 0 1 I y y ), y 1-06 14-02 1-06 PR JOB NAME : POLYGON PLAN 3—B — Al1a �-,,,`s' ' Scale: 0.5115 cp \P ! `ra WARNINGS: GENERAL NOTES,unless otherwise noted: +l�!tt��yy �7' Al .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 t:7t..!i.P E C"� Truss: Al 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: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length bymer� ' p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„„ M DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /v 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. "3/TJ 4, + N.Ey .y SEQ. : 6035306 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�i design loads be applied to any component. and are for"dry condition"of use. lb -.7.1- 7 4, 2- �-.{.,. TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 19 fabrication,handling,shipment and Installation of components. necessary. 4'P R I` 4 7.Designlaesassumes adequate ne drainagehcisprovided.truss, t-v 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide withizjointain che. e.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6-1=(•115) 48 3.7=(0) 305 2x6 KDDF #1&BTR T1 SPACED 24.0° O.C. 2-3- 0) 0 1-7=(-229) 648 BC: 2x4 KDDF #1&BTR 3.4=( 818 ( ) WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 321 7-4= -226 651 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00' 0.00 p9999 ( 0) ALL TOP CHORD AREAS NOT SHEATHED ) 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0" -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" i THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150° vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0' Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = -0.014" @ 27'- 0.0' Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028' @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: ' MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007' @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011' @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTE:Design assumes moisture content doesnot exceed 19% at time of manufacture. Refer to CompuTrus gable end detail for complete specifications. Design conforms to main windforce-resisting I12-09 12-09 system and components and cladding criteria. 12-09 HM-4 x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, -/ Truss designed for wind loads M-3x5 in the plane of the truss only. I 0 M-4x6 cm 12 -> 12 0 6.00 1Ae / 6.00 co c', M-3x4+ 4 0 67 M-3x6+(S) 1 M-1.5x3 M-3x4 ), y ), y 7-05 11-00 7-01 y y k ), 1-06 I 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - B1 �ti� Rte 619 Scale: 0.2470 'C' '31:11T WARNINGS: GENERAL NOTES,unless otherwise noted: l!��.�'11 J J7' 1.Builder anrij rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualr:t .7G 8 S P E (-- Truss: • Truss: B1 and Warnl before construction commences. building component.Applicability of design parameters and proper 2.204 comp on web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3,Additional( rery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 42 S S is the re Ibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). . t ,w CC DATE: 8/21/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n //''c'' 4..No load sh be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON 1 ^s,f SEQ. : 6035307fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 +fib A" TRANS I D: 406433 design loo be applied to any component. and are for"dry condition"of use. f,.+� "9}� ,� r�Q -... 5.CompuTru as no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if CCII ipi fabrication, andling,shipment and installation of components. Design assumes adequate drainage is provided. L- 8.This desg furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111 III VIII VIII VIII III III TPIANlCA BCSI,copies of which will be furnished upon request. lines coincideidicatwith joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: n MiTek US Inc./CompuTrus Software 7.6.6(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 1 t d G Lt 1 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11-12=(-291) 1965 4.11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11. 5=(-246) 1170 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'• 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'• 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does not exceed 19`1 at time of manufacture. 1212 Design conforms to main windforce-resisting 6.001/ i M-4x6 \I 6.00 system and components and cladding criteria. 5 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) IN M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3.1' inuthe dplanneed offor thewind trussoads only. 0.25" \ 0.25 • M-1.5x3 It +t M-1.5x3 3 +. 0 coo o 1 10 11 .. 12 ' " o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) y y y y y y 9-06-04 8-11-12 8-11-12 9-06-04 y y > 20-00 17-00 y y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C2Sale: 0,1596 .0 r a{N `/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ‘C/8/ 1T C / t- -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 .. =92 S S r E Truss: C2 and Warnings before construction commences. buiding 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• LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �w tar 1ma"' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r 10 'CC DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SP1 ,OREGON SEQ. : 6035308 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, :wf `1.7 I). y �� design loads be applied to any component. and are for"dry condition"of use. •u, 14' '2„ �" TRANS I D: 406433 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. j `' y R ` 4 P P 7.Design assumes adequate drainage is provided. r'i rl t»5- 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 TPIM rCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. v 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.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin 1 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 g' 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR 81 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting IC LATERAL SUPPORT <= 12"OC. UON, system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators; LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series ILIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 'I 18-06 18-06 I T 12-04-10 6-01-06 6-01-06 12-04-10TT f 12 IIM-4x4 12 6.00 1/ 3 \I 6.00 114 %4141 I M-3x5 S ) filoM-3x5(S) i ( toe triiiiiiiiiiiiiihi o o1 ",,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,�,,,,,,'�.,,,,,..,,,,,,,,,,,,,, ...,,,,,.,,,,,,,,.,.,,,,,.,,.,,,,,,,,,.,,,,,,,,.,,,,..,,,,,,,,,,,,,__..._,..,,,,,,,,,,,,,,.,,,,,,,,,,,,,,..,.,,,,,,,,.,,,,,,,.,,,,,,,.,,,...,..,,,,,,,,,,,,,.,,...,,,,,,,,,,,,,.,.,,,.„,,.,,,,,.,,,,.,.,,,...,,_,.,4 4 c. M-3x5(S) o M-3x4 M-3x4 y y y 20-00 17-00 ,l ,J 1-06 37-00 y y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 t ~cnatfi 6, Scale: 0.2219 .” �` / //i x�7 WARNINGS: GENERAL NOTES,unless otherwise noted: +` ,�h`y !t��7' - 1.Builder and recline contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual R92 A OPE E t"� Truss: C4 and Warni before construction commences. building component.Applicability of design parameters and proper 2.2x4 comp ion web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .F 3.Additional t porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Baa DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,4+ 14ar is the res sibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l r�4 " DATE: 8/21/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� OREGON � Cr /� 4.No load sh be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. R EG N S E Q �t ",s design loa be applied to any component. and are for"dry condition"of use. 40, -7.)r 14 e��)4'` .,'�, TRANS I D: 406433 5.CompuTru9 as no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Cl fabrication, ndling,shipment and installation of components. necessary. -�.` 7.Designassumes adequate ne hdrainage is of truss, 4- 8.This design( furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V. I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPIM?CA BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. MiTek USAN Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015 ', P I� 11111111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0' D.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6.10=( 0) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50° 2.01 KDDF ( 625) 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) OVERHANGS: 18.0" 18.0" 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Desipn checked for net(-5 psf) uplift at 24 "or spacinpd vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0,200" M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBIL TY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5,6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does f ' f not exceed 19% at time of manufacture. 7-08-11 10-0':j05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-� T ' T 1'-OB 18-03-08 system and components and cladding criteria. f f f i f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 ' M-4x4+ 5 M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s- 6.001/ \I6.00 \I6.00 load duration factor=1.6, riii Truss designed for wind loads Lo in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. N- •,� M 3X5+(6) Refer tooCompuTrusygable endat stud dettailrforals. y» complete specifications. 00.°1111. t;, M-3x5(S) o M-3x4 rn 3 0 6 M M O O ,,--. & raa. © .V o wit-3x4 M-1.8 5x3 M-3X8 0.215 O 11 O M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y • y1-O6 37-00 1-06 -ck ( RR Ore JOB NAME : POLYGON PLAN 3-B - Cl sale: 0,1712 w ‘C/3/ /1P1'' �'11 = 1. ildeS: G. hRAe%n is NOTES,unless otherwise noted: ,t 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 r u s s: 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. 2.Design assumes the top and bottom chords to be laterally braced at ' ' ` DES. BY: LJ 3.Additional temporary bracing to insure stability during construction w► Q is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lengqth by 4/ p nY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7 OREGON t* DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' T ,' SEQ. : 6035310 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, f6 14 design loads be applied to any component. and are fsr"dry condition"of use. "Y/� A !� TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the e'Design c a assumes full bearing at all supports shown.Shim or wedge if r} fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111!HRH'VIII VIII VIII IIII VIII IIII IIII TPI/1NfCA In BCSI,copies of which will be furnished upon request. git coincideictwith jointcenter che. EXPIRES:12/31/2015 9.Digitssindsize of tplate 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(Mi r k) II IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2.11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12.13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( •676) 288 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i MAX LL DEFL = 0.013" 8 -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 it 18-06 T T T MAX HORIZ. LL DEFL = 0.165' @ 36'- 6.5" 7-03-08 5-02-1! 5-11-13 2-00� 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5' f NOTE:Design assumes 12 12 not Eexceed19% attimelofumanufacture. 6.00 I/ M-4x6 6.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5 9(S) :14441/4 M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.1'' load duration factor=1.6, 1.25" Truss designed for wind loads " 4 0,25" in the plane of the truss only. M-1.5x3 -41- N1jo••••....:9 11 \. / / . t. ee to M-3x10 CO o M-6x8 (9'9) 1` � o 1 -10 12 NA 13 - 0 0 o r'M-3x6 0.25` M-3x8 M-5x6 0 M-5x8(Sy -.3.00 3.00 0 12 12 y y ), )''' y y y y 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 , y J1-06,1. 20-090.08 y 7-10-08 8-04 /'1-06)- 1-06 1•o6y1 06 37-00 1-06 5,.0 PROF `9k9 JOB NAME : POLYGON PLAN 3*B - C3 scale: D.,596 acvr GIN / WARNINGS: GENERAL NOTES,unless otherwise noted: 1CJ 1/:/ Pt' 17 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 7((?JJ2 a 11 r E 1- Truss: - Truss: C3 and Wamlr�s before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional tbrrgorery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i.illo r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr" is the respahslbility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' (� DATE: 8/21/2014 the overall pructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON '' 4. No load sh$Jd be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ta -,cy SEQ. : 603531 1 fasteners afe complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, °T,qY 4} design loam be applied to any component, and are for"dry condition"of use. 1 4 2. TRANS I D: 406433 5.CompuTruf has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if } d� fabrication handling,shipment and installation of components. DesignDeassumes. ,-R R{1 VV P P 7. laes adequate ne drainage isprovided.tru , r-7 1 L- B.This desgr b 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/WfCAIlrt BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits oicde size of plateein lines. EXPIRES: o n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201.5 JI ii 1E110111. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(•218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG 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" -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 °cc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0,827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" 8-08-12 8-08 12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" T T T NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. 1 Design conforms to main windforce•resisting 12 12 system and components and cladding criteria, 6.00 I/ HM-4X4 \I 6"00 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1"5x3 M-1"5x3 C7C,) 0 O O a 7 O 1 8 M-3x4 M-3x8 M-3x4 I y y 8-08-12 8-08-12 1-06 17-05-08 1-06 RROp . JOB NAME : POLYGON PLAN 3-B - D2 1N 4f Scale: 0.3117 1/4/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4,f4ar� 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 =ATG 111/F'E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. > 00 3.Additional temporary bracing to insure slabmly during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: B/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rr�•.,t/�� r•� !!'�'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -', OR EtaON IH 14/ SEQ. : 6035312 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 ;�4 TRANS I D: 406433 5.CompuTrus has no control over antl assumes no responsibility for fhe 6.Design assumes full bearing at all supports shown.Shim or wedge if U fabrication,handling,shipment and installation of components. necessary. / Ali 7.Designlasassumes adequate ne drainagehis truss, 5-, 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111 IN Mil VIII VIII VIII 111 IIII TN/WI-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES'1 2/31/220nn 15 11 1101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(•5 1sf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR {, LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads lREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T 12 HM-4x4 12 6.00 6.00 3 C) 4 co 'au _ / //////////////////41////////////////////////////////////////////////////////////////////////////////////////////////////////////////// // _,,c.)0 1 0 M-3x4 M-3x4 1-06 17-05-08 1-06 PR Op SO e JOB NAME : POLYGON PLAN 3-B - D1Bgale: 0.4363 ,,,,c?�' o1N `/c / WARNINGS: GENERAL NOTES,unless otherwise noted: +�+yy$ q.- - 1.Builder anr)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/I Ct-�i� Truss: D1 and Warnirlys 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«mporery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at moi. DES. BY: LJ s the res y permanentbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 410.1 pptsibilit of the erector.Additional of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �NNW" *r" 'CC DATE: 8/21/2014 the overall tltructure is the responsibility of the building designer. 3.26 Impact bridging or lateral bracing required where shown** )V,� 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 if OREGON 1.4, SEQ. : 6035313 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, dy A, design loar>i be applied to any component, and are for"dry condition"of use. f }�' O� �'..:. TRANS I D: 406433 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 1Q fabrication,handling,shipment and installation of components. Designneas. /� R R I i " 7. laesassumes adequate ne dthinac a Is truss, rl L 6.This design's furnished subject to the limitations set feta by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII VIII III III 111 IIII TPI/WTCA to SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES: MiTek US Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12131/201 GV AI This design prepared from computer input by IIIIII III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-2B2) 108 8.5=(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3-4=(-320) 106 8-3=( 0) 143 LOADING 4-5=(-622) 171 8-4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" ' 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" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -1271 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" T f fMAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0-0 5-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5' 6.00/ 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does M-4X4 not exceed 19% at time of manufacture. 3 4 0„ I Design conforms to main windforce-resisting 4::^' I system and components and cladding criteria. 1111% Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-3x4 load duration factor=1.6, i%111111111111111111111111111111111111110i 0, C. 1 Truss designed for wind loads 1 in the plane of the truss only. ii VP, M 1.5x3 II a r111111 � N M 0 0 n ase /- 7=� 8 � M-1.5x3 M-3x8 M-3x4 y > > 2-09-04 8-08-12 yy y 11-06 1-06 JOB NAME : POLYGON PLAN 3-B - D� � ( s, Scale: 0.3840 \ ''.3"/41 f WARNINGS: GENERAL NOTES,unless otherwise noted: / / `144 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 !.9.211+P E Truss: D3 and Warnings before construhtion commences. building component.Applicability of design parameters and proper 2. 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 �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length b). ". ^" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f�10 'CCDATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown*.i.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. "}} ,g_OREGON O 4/ SEQ. : 6035314 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, +r^�, .7,� �A. S`, design loads be applied to any component. and are for"dry full b on"of use. 14 �, r TRANS I D: 406433 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 C}�' fabrication,handling,shipment and installation of components. ne Design assumescessary. 'YJ�[_j A i VV P Po 7. adequate drainage is provided. rte-}}1l t t- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I 111 II II II 1111111 III I II III III III TPI WTCA in SCSI,copies of which will be furnished upon request. Digitsgit coincideictwith jointacenter nche. 9.linesindicate size of plate in inches. EXPIRES:c�+ �^f t7 r� MiTek USA,InC./C0111pUTrum Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.1231/2015 1 , 111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 76 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(.66) 15 TC 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: 18.0" 0.0" „ TOTAL LOAD = 42,0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50° 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.001/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 1 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" it MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Ili Design conforms to main windforce•resisting system and components and cladding criteria. oorgi ', Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .1- Truss designed for wind loads in the plane of the truss only. T Chi 0 D of- --/21WilMill 4� M-3x4 1 y y ), 1-06 2-00 IPROV1DLEU)L BFARING:Jto:2,4,31 JOB NAME : POLYGON PLAN 3-I'`B El Scale: 0.9632 \� 0`IN fc WARNINGS: GENERAL NOTES,unless otherwise noted: �9ft/+'�11 1.- -7 x. 1,Builder and rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -S21 11P E Truss: E 1 and Warni before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr ion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 401111 oriii 3.Additional t porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rir- Iw^ is the res slbility of the erector.Addeionai permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"" fy... DATE: 8/21/2014 the overall ructure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I`,+�. 4. No load sh be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON "+J SEQ. : 6035315 fasteners a complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design to be applied to any component, 5and are for"dry condition"of use. 6f,}� '9}' 14, r2.-°TRANS I D: 406433 .CompuTru as no control over and assumes no responsibility for the .Design assumes foil bearing at all supports shown.Shim or wedge if V fabrication,a andling,shipment and installation of components. 7necessary. � /'f � .Design assumes adequate drainage is provided. 6.This desig furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII Illll IIIA VIII(IIII lull lull IIII IIITPIM rCA SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek US IDc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:ES:12/31/2015 C tRCJ il