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Plans (46) p(N -v?)-(. - 4R s l is ts_ Sw QdS�,n ,c- • mor-o. r 1 .... A r I A J1 - J2 ` 2C J3 A J3C � . J4 1 J5 i J8 7:12 , J8C i � J8.___, _. J8 J9 Al n v J9 2 J10 / 0° /�.y / _ J10 J11. ,-- z..\\ , 4.- . J11 ET. sd •' m ® J10 Q a 14:1Y J8 14:12 -. J7 - 7 12 J8 J 1. J12?10) 1 - ■ . \ Is? CSL (5) 14: 2 rte:I FE. 2G.S i 1r Ain. J13 N � � C1 e4 •12 1 mNWII eiN • �� CONFORMS TO DESIGN CONCEPT I GARAGE LEFT 1 ❑ CONFORMS TO DESIGN CONCEPT WITH iE1LIS/I/O�FNS AS S OWN i QX CONFORMS TO DESIGN CONCEPT ❑11N I CONFORM G-REVISE AND RESUBMIT CONFORMS TO DESIGN CONCEPT WRN FORM - _ - THIS S9 Mll i hA$ V AND NOT NEAAI D THE YAB4$. _ sa _. NON-CONFORMING REVISE&RESUBMIT WITH .HE DESIGN CONCEPT OPLY PhD DOES NOT RELIEVE THE • ' FABRICATOR/VENDOR F AECPtNSIB L TY FOR CONFORMANCE WITH THE i x - DESIGN DRAWINGS AND SAE UICAT ONS ALL C ti HAVE PRIORIT Y�_ _k OVER HIS SHOP DRAWING. CONTRACTOR SHAD ER-FY ALL DIMENSIONS."S.l ., e Ry Alexia Fukui Date 9/22/14 M I L B R A N D T ARCHITECTS Bv; Todd R. Eaton Date; September 19, 2014 ISSUE DATE: ABOVE PLN PROVIDED FOR TRUSS CT ENGINEERING©f Wight COmpuTrus Inc.2006 BUILDER: 11 tVl POLYGON NW 03/27/14 PLACEMENT CALCULATIONS ONLY.REFER TO AND ENGINEERED STRUCTURAL 11♦ r, PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER r PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS d, TO TRUSS CONNECTIONS.BUILDING Paolit 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO Q REVIEW AND APPROVE OF ALL « TR uss C.P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 401-0. ,—>----- --- i AR1 A Alti ..— cm . / I • P ' I '9 J J1 J mN,,k ,1111111111111111‘ - ,' 1 , J2 J3 . , EMIL . J14 9 J my , ! . J5 , , . , 7:12 J6 J7 „.......„4„...„...--- —AMM.\ J7 ,ill — — J8 /.1! :1' . M 1,, J1 i . / -'----; ,,.....7„,.. Oa , , / ! _........ J 0 J1 //Ilk J 1 cp ! IV . • • . i4- f... er I ,A1 J7 I \ ' , ./''' ----- / J12(10 E13 (5) r . F- 14:12 , MUM • .01 i U32$ , Silk Ala 7.'7. if A I 1111 IF- re CONFORMS TO DESIGN CONC.' --..---- CM • ' ir El CONFORMS TO DESIGN CO 'EPT WITH GARAGE RIGHT REVISIONS AS SHOWN ,j ' 1143" i• 1 Z CONFORMS TO DESIGN CONCEPT I0 CO=SZTItSIGN CONCEPT WITH 0 NON-CONFORMING-R SE AND RESUBMIT u i..—i i NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWI D FOR GENERAL CONFORMANCE 20'-r WITH THE DESIGN CONCEPT ONLY AND Ci; NOT RELIEVE THE v TOR, FAFR,CA ,,,,,PF.,SISILF,FOR:03NFORMANCE`MTH,F4ON FABRICATOR/VENDOR OF RESPCNSIBILI Y CONFORMANCE WITH THF 4r ,AVINGS SFELIFICATF,IS A.APPLICABLE,UJER A,0,Wir,,,,VE FRi0,,,,OVER RHO S.P ORM** DESIGN DRAWINGS AND SPECIFICATION ALL . 'mit.n_ratv- ds.hily By Alexia Nicol Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL V,,IFY ALL DIMENSIONS. M IL BRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC @Copyright CompuTrus Inc.2006 lUILDEH: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL U_ 1lA PROJECT TITLE.- REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFERINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD aciiii.!,!‘ umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ''i'li. COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek MITek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ���ED PR QFF ��yGINE�9 �O mak, 2 2PEc' y fi-0j, OREGON coq O BER A� 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. ...... „, ml MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. of' pfi�IO � Cr ' ',..,. let k lex'< Q A _. . f .` 49639 '44- 41 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? 2-6-0 1 I 2-2-9 I I 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 oN N e e , 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 I 9-11-9 "al 111-3-1 I I 16-4-12 9-11-9 0 t-$ 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o•TONIO `, TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 Cg2 OV WAS WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 C1 . , C 9} NOTES !rte 40 n., Q .. * 2 1)Unbalanced floor live loads have been considered for this design. 1_ N Jo 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/I-PI 1. ,' 111 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 dp 49639 `' be attached to walls at their outer ends or restrained by other means. 0 .4'..- TVX 1 4 46 LOAD CASE(S) Standard '`S'1ONAL \ ,�5 ,AGINEF >p 87022P• f - 4 CV 9"oF R GON t"X44, On�`S A. He .0'P'ER0A EXPIRES:06/30/2015 April 22,2014 t ®WARNIhS-Verify design yaraonehirsand READ NOTES 0/dTHIS AND T/I UDEDHTTSKPEFEREfiiilPAGEMII-7473 is&1/2T12214DEFORE 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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the '+e�k. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cdtena,DSB-89 and BCSI Building ComponentM !7777 Greenback Lane,Suite 109 Safety Infonnaion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 El Southern Piste 1SP)#teener is specified,the-design values arc these efettisre 06/82/281I3 fs5/ISL Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 I I 1-2-0 I I 1-0.9 I Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 a a e o — _ i _ N a eee e a 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 91113 111-1-3 1 1 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,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 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 01ONIO TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 o5 oV Vr1.45'xr,, WEBS 6-10=418/0,2-13=-1467/0,2-12=0/844,4-11=-536/22,7-9=-1480/0,7-10=0/810 CJ ,- `�v , NOTES +� ? .. Et6 1)Unbalanced floor live loads have been considered for this design. ' i 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 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 '0* be attached to walls at their outer ends or restrained by other means. {ort+ 4,. 49639 LOAD CASE(S) Standard 4'—,v, AL '4G 2 87022PE 9>✓' / cv y SAT OREGON ti?'.. O 8ER �` c,4 �` A. He.— EXPIRES:06/30/2015 April 22,2014 i I WARNING-Verify design patameNn and READ NOTES ON 71115 AND matzo MITER REFERENCE PAGE PT1-7473 me l/2B/221/BEFORE 115E Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1-i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliify of the MiTele erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [Y3 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 tfSouthern.Pme EP)knmiees'is spesitied,the design values Rill thole affective (#3/2013 by MSC. Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-rUStNmJLR8cx51ZUTfixcvUWYbsw6pZcGOfs?czOQTz 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 _ _ - o •o N O N _ 1 e e • 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10t39 111-5-9 1 1 16-7-4I. 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,111:0-1-8,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 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/7PI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,.,,,410N1-0 TOP CHORD 2-3=2508/0,3-4=2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 t^' BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 O ai Vd.AS T, WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=480/168,7-9=-1660/0,7-10=0/1140 W /rte` 't r NOTES a x.. 1)Unbalanced floor live loads have been considered for this design. — ) - 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. 4, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 49639 LOAD CASE(S) Standard 'F„.4,) 'ONALV G �� 619 `o ti�r''1N �i /D * II $ I SPE / f k y to / CV S , t rs V AT OA$EEGRHER1•°lU ' ' A' c o EXPIRES:06/30/2015 April 22,2014 t A WARP/7W-Vent}design paratnetnrs and READ!VOTES ON THIS AND INCLUDED MIEN REFERENCE MENU-1473 rev.1129/2014 9DRIREUSE �� 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 IA y erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingfyl�{e 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 Infonnaltn available from Truss Plate Institute 781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouttlem Pirse15111tumleerts spesifted,the desigsr values ace those*Ms caiue046/011/2013 by AIR Job Truss Truss Type Qty Ply 5A R41832510 PL14-89_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mick Industries,Inc. Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-Jg0Fb6K_CRkoiv6hl NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1-411 II 1-2-0 11 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 -.N.- 2 0 111r 2 c, N e 1:‘- 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 13-8-111 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 712:0-1-8,Edael,F13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) lidefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i�t ONTO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=2477/0 10' BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 o 43`AS `ly' , WEBS 7-13=0/354,8-12=569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=1858/0,9-12=0/1092, (t 4,, Gam, r4 6-13=-860/0 : -, _, 0, NOTES 1)Unbalanced floor live loads have been considered for this design. or 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 ANSVTPI 1. 49639 izi -•-"l '' 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 ° . TER be attached to walls at their outer ends or restrained by other means. ., SSiONALV, LOAD CASE(S) Standard sc° PRQ1 c. �N (�E 9 X0- 87022P/, y `•0 OR GON 2'aw 90 SER 1i �' 06, A. HAR P EXPIRES:06/30/2015 April 22,2014 t ®W RNING-VettffdesignparametnrsandREADN0TESONTMISANDfN2I/SEDM77EKREFEREN PAGE our-7473 res 1/25/22.14BEFOR£USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown a. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1Yi A°g"eR° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Y fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 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 tf SarstltnurnPinel5P)lumbers is speuitsed,the design values arr those effective DS/01j201.3 by ALM Job Truss Truss Type Qty Ply 5A R41832511 PL14-89_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15.38:58 2014 Page 1 ID:j7axn4OsHnThIyaUAczwoszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx 1-3-0 1 11-1-1 I 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e 1 (tN! 0 _r N-0, N r -N-r -N li 26 25 24 23 22 21 20 a 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 Vv6= 15-7-9 I 14-5-9 15-0-91I I 20-9-8 14-5-9 X0-7-0 D-7-0 5-1-15 Plate Offsets(X,Y): (12:0-1-8,Edgel,118:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oONIO ``L" TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, © yJ 13-14=-3519/0,14-15=-3519/0 �� ,, 0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 5. i/e 19-20=0/3519,18-19=0/3519,17-18=0/1990 cl 1' 1- rtr4 O. WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, i� 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 fi'�� NOTES ` 49b39 44 1)Unbalanced floor live loads have been considered for this design. 94, GIST` C1 2)All plates are 1.5x3 MT20 unless otherwise indicated. <V" ONAL 3) 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��_c o PR OP4.- LOAD CASE(S) Standard )N I CN‘ 'z' 8444 70 `2PE j r` y '$j„ OREGON 2 <U On fi48ER 't �� EXPIRES:06/30/2015 April 22,2014 MANIC 4%14 design pamineWs and READ NO TES ON MIS AND fritaUDED AMER REFERENa PAGE Of11-.74173 tee 4/29/20149EFOREUSE , �� 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 i ����m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/171i Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If Seuttneers Pine(SF}berthas is specified,the desi values ens these effective OG/g1/2013 by MSC. Job Truss Truss Type Qty Ply 5A R41832512 PL14-89 UP FO6 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID j7axn4OsHnThIyaUAczwOszXl UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1 1-4-0 1 2-6-0 1 1.5x3 11 2 3x4= 3 1.5x3 11 Scale=1:8.7 w 0 iiJ N '/ 5 =' 4 3x4= - 3x4= l.1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O NOTES ONIO 1)Refer to girder(s)for truss to truss connections. C)'' 0 1 WAS j 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Cs e ` I'9 „ 3)This truss is designed in accordance with the 2012 International BuildingCode section 2306.1 and referenced standard ANSI/TPI 1. /e 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 , rr1 i___ c ,I N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '0 ....)4, �I$TER ` ,svONALV 0 S 1 -7 87022PE c' cv -p '0),; OREGO (O <Lt b $ERC°` �� ©S A. He EXPIRES:06/30/2015 April 22,2014 t PFARIMIMM-Verify design parameters and READ f TES ON THIS AND I{ .UOED MITEK REFEREfi PAGE MTI-7473 rax 1/29/233d IMRf USE IMMO 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 II is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p R' e{'a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI K fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify 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 r4fib utterrr Pine ISPIila"Nei is spaced,the design values art ttu+sae eiffective{6/02/209.3 by AL6C Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacrtic Lumber Si Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID.j7axn40sHnThlyaUAczwOszX1 UY-BRGmOTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1-7-12 I I 1-8-15 1 1 1-2-0 11 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 II 1 2 3x8= 3 q 5 8 7 8 9 10 11 o _ o a o o p N o e e e e e�'�. WIyr e 19 - Wa 17 16 15 14 13 'e 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= I 1-10-12 2-914 17-5-4 1-10-12 0-1=8 1660 I Plate Offsets(X,Y): f2:0-3-0,Edgel,f8:0-1-8,Edoel,f13:0-1-8,Edgel,f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1cONIO' " TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, WAS 7-8=-2379/0,8-9=1741/0,9-10=1741/0 �, BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, ,,777 �" ti 12-13=0/909 1 - ,,, O, tz WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=14/787,7-15=-259/0,6-16=-295/0, I rn =` N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 i NOTES r 49639 ,Z.4, 1)Unbalanced floor live loads have been considered for this design. , ' f'IS PE 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �ONAL � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. <C"\ � �0 PR OF4s The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��CO ,NGI NlC�� 1-//O 4QAD CASELs1 ward �'• ' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87022PE Uniform Loads(plf) / Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) Vert:1=304(F) �'�, ��-'o„y, pREGC1N c��JL� 9£, �q1$ER A, EXPIRES:06/30/2015 April 22,2014 t a i9ARNING-VesrifgdesignparamefrrsandREADNDTE50NTHESANDINItUDED11fITERREFEREN PAGE MfI-7473,et1/29/2014WORE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■e��ek, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QualityCdfeda,DSB-89 and BCSI Building ComponentMiTek' 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 So-utlsearn Pine ISPI lumber is specified,the design rerectly*are thaw 04/02/2053 by MSC 9 Job Truss Truss Type Qty Ply 5A R41832514 PL14-89 UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyalJAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 I 0-5-10 I 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e e e o ‘i 0 ..--- ---\\---\ N 1C 9 e 8e3x4—°' S / 3x4— /X\ 3x4= 3x4= I 3-1-2 31-10 3-9-10 I 4-4-10 416-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0.1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edciel,f9:0-1-8,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 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i�'c, OHIO TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 ) t+ , BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 ( O WWASirr, el WEBS 2-10=736/0,2-9=-37/269,5-7=-718/0 () C' ` 0 v Jl ?6 NOTES + N 1)Unbalanced floor live loads have been considered for this design. r j >, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. ,, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,P4 49639i be attached to walls at their outer ends or restrained by other means. Q� :4b. T6g' ' t LOAD CASE(S) Standard �S"'ZONAL, c) lik0) PR open k' 8 + 2P 1 f U.2. i ,�+ 1V y SAT OREGO n / '9'© BER .0 p4. k HER EXPIRES:06130/2015 April 22,2014 t ®I#ARA1fM -Verfydesign parantetrisand Rf40WITS ONTHISAND MIMED ICIER REFERENCE PAGE FtfI-1473 ret 1/29/2014 BEFOREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. N< 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 K yT�(�" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 9Y6 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/P11 Qualtly Criteria,DSB-89 and BCS1 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 Southear.Pice ISP)ltsrevttrer'is speirfled,the design salves-ale Haase.effective 38/#11/2313-by ALSC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8ep060_N4pgl epwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 I 0-5-6 1 1 1-2-0 I I 1-7-2 1 Scale:1"=1' 11 Sx3 II 2 3x4 = 31.5x3 I I 4 3s4= 51.5x3 I I J e\ e ° b, �e o 0 N O N i C ! 0 9 1.5x3 II 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3r2-5 3-9-6 1 4-4-6. 1 6-2-8 3-0-141-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. or° TOP CHORD 2-3=362/0,3-4=-362/0 Y" .�A� BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 0c: g w S.. �N WEBS 2-9=-456/0,4-6=-424/0 (2 <4 C' NOTES J„a ar., Q1. 11 1)Unbalanced floor live loads have begn considered for this design. '74—, _ 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. .or 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d 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 ' 49639 be attached to walls at their outer ends or restrained by other means. CrI$I T g LOAD CASE(S) Standard <c� d PRp `-.6s . 870 2PE vik us 7" 'oj OREG N (15:54tV aER �' vs.sp �` A. H59% EXPIRES:06130/2015 April 22,2014 t l AVSARNTNG-tressffdesign parametersand RFADPKCTESOPPTSt/S AND IiiTED MEEKREFEREA PAGE1411-7473rec2/29/2014OSFIREUSE Design valid for use only with Mack connectors.This design is based only upon parameters shown,and 5 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTekx fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if 6-nur'hern.P'mejSP)kanybsrr istfied,rhe design Yalusau axethroe a fezUve 0E/01(2013 by&LSC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8ep060_N4pg1 epwgLrAjc201 vWd_Vey6ADGzOQTt I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 0 4 N rV ee e e e 1C. 9 8 3x4= 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 I 4-4-10 4 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel.19:0-1-8,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 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -ONIQ TOP CHORD 2-3=761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 Oc' OV WEBS 2-10=757/0,2-9=28/290,5.7=737/0 i , f NOTES v ID 1)Unbalanced floor live loads have been considered for this design. f 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. x,00- `�'c(il$•TOLY , LOAD CASE(S) Standard ��S'1ONALGl "(\."co PRo, 8 f 2PE ,, f N cv - fi4.j, OREGO 2�' u✓ 90 cc 8ER \\ tea© ©`� A. HS-vs P EXPI RES:06/30/2015 April 22,2014 t A WARNING-ifenffdesign patair€etaswad READ NOTES ONMIS AND mum MDR REFERENCE PAGE MR-7413 see W5/2014 Design valid for use only with Wel,connectors.This design is based only upon parameters shown,and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p�' e�° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f V' fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/IP11 Quality Criteria,081-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety it Sesuthern.PaineISPM lumber isospesWiezi,thelndesign reams we tthorse effective 06/02/2:123 byMSC22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 6 1 J Reren Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.5100s Jan 13 2014MTek Industries,Inc. Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLaOOGj6PFoF_VetcsklizOQTs 1 2-6-0 I I 2-3-5 1 1 1-2-0 I I 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 til (/� t _ 000 -' N -1 77 ee e 11s 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1113 11-3131 1 16-5-8 10-0-5 021-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Ina- YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. {ONIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 ''c?i�fy , NOTES f. a+- �, O. 1, rrl1)Unbalanced floor live loads have been considered for this design. i N 2)Provide mechanical connection(by others),of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to1 l be attached to walls at their outer ends or restrained by other means. + X9 t7 kI LOAD CASE(S) Standard S'/OVAL _co PROPeo tif $ • .E___ sai -7.•$„ OREGO 2 4).44f �, � SER \\�S A. HER"- EXPIRES:06/30/2015 April 22,2014 1 f A WARNIND-Verify design paramehirsand REM iC7ESONTH1SAND/A1f1DEDfI11EKREFEREl' PAGE1411-1473 teL 1/2912018&FTJREUSE 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� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mire fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Infonnatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 If 5outhsen trine ISP}lumber is specified,the design values are these affecalve O&&1/2013 by MSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szXlUYcOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr 2-3-0 I I 1-411 ii 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o �: e o eAlis e 1/ O 0 . N o °e e° Nor 1. 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 16-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edge1,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr_ YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when Shown. " ONIO `tit TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 (§ C);WAS, Yq, WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, C./ t G , 6-13=-853/0 �,ly _0. 0- C'1 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. i1, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. oP 49639 .....), , 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 94' be attached to walls at their outer ends or restrained by other means. .L' S���NAL�Cs LOAD CASE(S) Standard , �ti�cO PROs � � ) � s©.9 87022P1 <' „pi >CVS. . tv �ATOR GON If' .$!" O r 8ER \''' C' �SA. H'- '- EXPIRES:06/30/2015 April 22,2014 t ' ®WARNING-Verify design yarstsse rsandREADKT€SONTlISANDINY.uD€DMfT€f[REF€R€fid PAGE 14114473 rev.1/2B/2014BEFOREUSE 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 responsibility of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fiii t 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pinre(SP)lumber is 1.poifitli,the dssign values artthoae effective06/031202.3 by ALK Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-coxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 I� -c.- - p ® O O N e o e e- e e 1-L� 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 c} v WASN 4P+ WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=1277/0 ) i,° i' NOTES to �_ + [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)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 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 to639,,1 1),„ be attached to walls at their outer ends or restrained by other means. tf" 4� LOAD CASE(S) Standard 'VO '',V'l- .a..1\ X15 ��yG1NE1 ©'L pmA,,, OREGO qM Or,k;14 ''s.' N- `s A. HES- EXPIRES:06/30/2015 April 22,2014 1 11 A WARNING-Ver/fydesign parameters and RAD NOTES ONTHIS AND DUI/DED MITER R€€€R€/ri PAGE MI1-7473 rex I/29/2014 BEFOREUSE �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p//(( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding firtiTek6 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/FPI'Qualny Criteda,DSB-89 and BCSI Bolding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pate(SP)ismnber is specified,the design seises art those effective 05/0i/Z01 B by AL5i'. Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1UY-YP3fTBRd4CtWHIKP2mvHOOuKrdQGRS_4Za40M1zOQTp I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 A ii A 5 4 3x4= 3x4= I 2-11-12 I . 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 ***" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 „'ONIO NOTES O" OV WASt Y 1)Refer to girder(s)for truss to truss connections. CJ Y ,1-_ 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPl 1. ?, 6 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Z cOt' I � N be attached to walls at their outer ends or restrained by other means. -:-.•,1 , 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 49639 ' LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 sNAL ' Uniform Loads(plf) Vert:4=5-10,1=3=-100 Concentrated Loads(Ib) Vert:2=-188(F) N,Co< Fe C-1 �Q p xAGIN ct 87022P? 1- g -0),..ORGON (f) ,4., `O `" $ER ,,� r OSA- H -C\ EXPIRES:06/30/2015 April 22,2014 tt ®@i`ARNING-Verify design yaransetessand READ NOTES ONTHIS AND INCIISIEDMIIENREFERENaPAGE MII-1473 rax 1/29/2014&WARM 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 fall is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the /'�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/MPl1 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 Southern.Pine 1SPj Isarther-is specified,the desigae vatss:s afe those effective 06,41/2DL3 by*LSC Job Truss Truss Type Qty Ply 5A R41832521 PL14-89 UP FG Floor Girder 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc. Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvlfg81DV202TpL6KD22izQxKwLrgbzOQTq 1-6-0 I 1-5-10 I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 0 0 0 0 00 . .---'''''.----... ...........----...;' 7--- P N Xe 10 9 O 8 e 3x4= 1 , 3x4= XX 3x4= 3x4= I 3-2-10 13-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(XX): f8:0-1-8,Edoel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NI0 TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 dgV yiAS WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES . .� 1„s� n'. '? d 1)Unbalanced floor live loads have been considered for this design. i ,i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49639 Xtj be attached to walls at their outer ends or restrained by other means. OGIST �� 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. '1ON ALV' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �n PR{�F ss Uniform Loads(ply) Q+ e Vert:7-10=-8,1-6=-80 CO ,)NE / Concentrated Loads(Ib) ', �`� 1l41e fes- _$7022 " / ysn vcvtv �A, OREGON 4 AO dor, $ER �� As 4. HE. EXPIRES:06/30/2015 April 22,2014 A WARNING-Verify dear(parainelrs and READ NOTES ON THIS AND IIs'3.UDED MITEK REFEREMI PAGE 1411.7473 mse.429/2914 SEF7JREUSE �� Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and b for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding pp�Mitek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Del QualIty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southeen Pine 4SP)lumber Is specked,the aiesiitr vahres are those effective 06/01/2010 by MSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3Center plate on joint" int unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4I I (Drawings not to scale( Darrla e or Personal Injury MEDimensions are in ft-in-sixteenths. •mik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Trus bracing must be designed by an engineer.For 0-1/16" w 4 •e truss spacing,individual lateral braces themselves • require bracing,or alternative Tor I IIIIIlgillE D_' bracing should be considered. O 3. Ne er exceed the design loading shown and never MA* O ki sia k materials on inadequately braced trusses. o_ 4. Pro ide copies of this truss design to the building For 4 x 2 orientation,locate '-7 I— de igner,erection supervisor,property owner and plates 0-'as' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cu members to bear tightly against each other. 6. Pa e plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jai 1 and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lac•tions are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the,environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unl-ss otherwise noted,moisture content of lumber sh•II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unl-ss 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.Ca ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 res •onsibility of truss fabricator.General practice is to c to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 'a ber for dead load deflection. the length parallel to slots. 11.P a e type,size,orientation and location dimensions irdlIcated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lys ber used shall be of the species and size,and Southern Pine lumber designations are as follows: ir}.11 respects,equal to or better than that P Indicated s mbol shown and/or SYP represents values as published spcified. by symbol by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Tb. chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bo tom chords require lateral bracing at 10 ft.spacing, or I ss,if no ceiling is installed,unless otherwise noted. BEARING se•-• 15.Co nections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Dol,not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Inst number where bearings occcur. y all and load vertically unless indicated otherwise. Min size shown is for crushin onlhi1/44 of green or treated lumber may pose unacceptable • ® ironmental,health or performance risks.Consult with 18. x Pr ject engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.R ie all portions of this design(frontback,words Plate Connected Wood Truss Construction. 9 M■ �� n pictures)before use.Reviewing pictures alone DSB 89: Desi n Standard for Bracing. 8 of sufficient. BCSI: Building Component Safety Information, 20.De ign assumes manufacture in accordance with Guide to Good Practice for Handling, ASI/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 TPINVTCA 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). N.J€ .FJ : i�Ropp„ 14-71111,400.474t*'44s7 1 ':'Ilik % A t 1!t R A. co, F til- ,. a ., 9 7'0 e.:4sillt,t9 Ar k ' 4.; C ?F, / `I v. S f3011 ?�i�il= IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-799) 2686 3-10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3018) 1136 10-11=(-562 2250 10- 4=(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4=(-2885) 1241 11-12=(-258) 1671 4-11=(-736) 574 2x4 DF STAND A LOADING 4. 5=(-2255) 1147 12-13=(-597) 2094 11- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2255) 1147 13- 8=(-834) 2444 5-12=(-460)- 1077 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2885) 1241 12- 6=(-736) 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-3018 1136 6-13=(-235) 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,C618 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc soacingJ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. IL DEFL = 0.121' @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 T NOTE:Design assumes moisture content does f f f, f f f f not exceed 19% at time of manufacture. 12 t2 Design conforms to main windforce-resisting 7.00 M-4x6 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5 4s' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), +� load duration factor=l.0 M- 5X8(5) , Truss designed for wind loads in the plane of the truss only. M-5x8(S) 0.25" 0.25" °i c, v M-1.5x 3 _M-1.5x3 /' , 0 0 \ , A Y �, mm 4, wm r -13 4. AO 1 2 M-3x8 M 3x4 10.25" 0.25�� M-3x4 M-3x8 e • 0 M-5x8(S) M-5x8(5) y y y y ), 1, y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 ), y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-004 ) PR O re JOB NAME: 5-A POLYGON NH - 62 0,9 Bpale: D.,445 �' +N� p ai; WARNINGS: GENERAL NOTES,unless otherwise noted: r'ryy�'""P � 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,' "C"3/21//77 1.r' <9-7c- Truss: B2 and Warnings before construion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing ust be instaNed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t,insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced atAille/r- DES. BY: EE is the responsibility of the ere.at.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by .� Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...01 DATE: 8/22/2014 the overall structure is the res.gisibNN ,- y of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tC,��' SE /� 4.No load should be applied to:fly component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44 SE Q. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '! +y4` 4, design loads be applied to an component. and are for"dry condition"of use. f TRANS I D: 406556 5.CompuTrus has no control ov:r end assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if '9}' , 2.° ^�- necessary. 1{ t1, fabrication,handling,shipmen and Installation of components. 7.Design assumes adequate drainage is provided t 4.1i" � 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 11111111 11111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" TC: 2x4 KDDF #1&BTR LOAD DURATIONIBC 2012 MAX MEMBER FORCES 4WRJDDF/Cq=1.00 INCREASE = 1,15 1- 2_ BC: 2x4 KDDF #1&BTR ( 0) 114 2- 9=(-843 2654 9-3- 9=(-300) 335 7- 8=(•2357) 628 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 32-- 3=(-2996) 1127 9-10=(-607 2217 4- 4=(-234) 630 2x4 DF STAND A 3- 4=(-2865) 1232 11.11=(-267I 1637 4-10=(-737) 574 LOADING 4- 5=(-2234) 1138 11.12= -584) 2045 10- 5=(-460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2229) 1164 12- 8=(-829) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2794) 1278 11- 6=(-713) 566 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=) -595) 713 6-12=(-258) 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,nnecto,Cpla (or no prefix) = orspu7rus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI h,C18,( r n MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0,0' -380/ 2064V -302/ 316H 5.50" 3.30 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2,97 KDDF ( 625) JT 2: Heel to plate corner = 2.25' ** For hanger specs. - See approved plans GOND. 2: Design checked for nett psf) uplift at 24 "oc s ap cina VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'. 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.163' @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0' Allowed = 2,840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7" NOTE:Design assumes moisture content does 21.1x_12 not exceed 19% at time of manufacture. 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-0a-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. < < < Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 7.00 7.00 load duration factor=l.6 4.0" Truss designed for wind toads 5 ‘f-4' in the plane of the truss only. 11-5x8(S) \ M-5x8(S) 0.25" 0.25" 4 to 0 V)0 +; M-1.5x3 M-3x5 3 7 M-1.5x3 0 2 A o 0 " 1 9 104' T11 12 g+ o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 c M-5x8(S) M-5x8(S) y y „I- 1,----4 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 P f JOB NAME : 5-A POLYGON NH B1 Scale: D.,411 GIIrry�E/�n7yts0i��,p WARNINGS: GENERAL NOTES,unless otherwise noted: f"(,y •2 ZZ -'y`.'. p 1.Builder and i rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ±•2,i 3 E - t' Truss: 6 1 and Warni 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. ter' 3.Additional t rary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ >� DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the res Nifty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rrrir DATE: 8/22/2014 the overall*ucture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j� /� 4.No bad shreld be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON EGON S E Q *complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " 5 ^V design loads be applied to any component. and are for"dry condition"of use. �,.A "9 n°ry _y TRANS I D: 406556 5.CompuTrus�as no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if is, 1 ct . �'T` fabrication, lin shipment and Installation of components. necessary. g' p P 7.Design assumes adequate drainage is provided. �E'R R ILA- 6. 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 r'F11111110111111111111111 TPI/WlCA BCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./COmpuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(•1431) 2572 3.11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3= -3025) 992 11.12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12.13=(-1034 2330 4-12=( -445) 367 2x4 DF STAND A; LOADING 4- 5=(-2453) 910 13.14=( -850) 2024 12- 5=( -216) 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 14-15=( -541 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2076) 878 7.13=( -254) 324 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-1563) 594 8.14= -966 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141) 157 14- 9=( -329) 1300 9-15=(•2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625 M-1.5x4 or equal at non-structural GOND 2 DestgO checked for net( n�ft uplift at 24 "oc syacina vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'• 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25" j ** For hanger specs. - See approved plans I MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" q-04-15 NOTE:Design assumes moisture content does 'f,f not exceed 19% at time of manufacture. 19-11-11 1 23-06-09 Design conforms to main windforce-resisting T 5-03-05 5-00 5-03-08 6-06-14 6 11-13 6-11-13 7-00 O1 system and components and cladding criteria. T .f ' ff '/ T T 'f Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-09-12 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads 12in the plane of the truss only. 7.00 I/ M-5z6(S) M-46 M-3x40825" =M-4x4 M-1.o x3 M-5x6(S) 7 y a 0.25"47 o.. v 0 E. M-1.5x s + do Co f 171 ono A04 a �.25" M-3x4 � 1 2rM-3x8 M 3x4 1 ,( 13 0.254 =M-4x41 _5x8(S) M-5x8(S) )(S) y y y 7-11 7-06 9-05-08 9-03-12 9-04 y y y 2-00 43-06-04 Scale: 0.1504 C GINEp, JOB NAME : 5-A POLYGON NH - AH3 " r WARNINGS: I GENERAL NOTES,unless otherwise noted; ‘1'2. %'''''Ifill:FT 111:7 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 Truss: AH 3 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 t0 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ DES. BY: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iR" p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y J DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON rr^�1�� *: SEQ. : 6037154 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. ? lift{E1:O Y 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. end are for"dry condition"of use. -el1 4 ,� �tx � TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 8 necessary.DSignassumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shi meht and installation of components. Pt RIO- 6. P P 7.Design assumes adequate drainage is provided. This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center linche. 9.Digitssindicate ide size of tplate in Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:-)q/ 1+2p1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 114 2-11=(-1431) 2572 3.11=( •152) 192 15.10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3025 992 11-12.(-1288) 2429 11. 4= -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12 -13=(-1034) 2330 4.12=( -445367 2x4 DF STAND A; LOADING 4- 5.(-2453) 910 13-14=( -850) 2024 12- 5- -216) 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0)00 14-15=) -541) 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2076 878 7-13=( -254) 324 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226582 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-1563) 594 8.14= -966) 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -14115714- 9v) -3291300 TE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9.15=(-2078) 770 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625 OVERHANGS: 24.0" 0,0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(•5 psf) uplift at 24 "cc soacinp.l M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=1./240, TL=1./180 JT 2: Heel to plate corner = 2.25" MAX LL DEFL = •0.036" @ •2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0° Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080' @ 43'- 2,8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8° NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting T system and components and cladding criteria. 5-03-05 5-00 ' 5-03-08 �� 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, '1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 15-09-12 Truss designed for wind loads f " f in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.00 V 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) . 7 y B_ 9 10 -/ w a 0.25" o-4- + v T + o o M 1.5x3 + + +f B 4o 0 3 + orn 0 u A 1 2 11 12 T 13 T 14 15* M-3x8 M-3x4 0.25" M-3x4 0"25' =M-4x4 y y M-5x8( S) M-5x8(S) y ), y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH AH2V,- P t e-s + Scale: 0.1504 coGIN WARNINGS: GENERAL NOTES,unless otherwise noted: C{r~ /y(e tj.jC .-71.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 e a 21 I ryL t'- Truss: AH2 and Warnirrns 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. ,/J 2.Design assumes the top and bottom chords to be laterallybraced at IIP 3.Additional gmporery bracing to Insure stability during construction DES. BY: EE is the res2'o.c.and at 10'o.c.respectively unless braced throughout their length;y _"Iltmw pohafbility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. + DATE: 8/22/2014 the overall EIucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No bad shr:Wd be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON .4 SEQ. : 603 7155 fasteners at*complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, )J {) [`V design load$be applied to any component. and are for"dry condition"of use. +c"�,. �, �''`� "� TRANS I D: 406556 5.CompuTms s no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, {�,T fabrication, riling,shipment and installation of components. necessary. �}- V 6.This design furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 'Yj "'tI i t� I IIIIII II II VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center ri 1l l TPIM?CA 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(I.AiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11=(-1639) 4875 11. 3=( 0) 300 9-16=(-4391) 1805 2x4 OF 2400F T1 2- 3= -5879) 1836 11-12=(-1642) 4872 3.12={ -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549) 1990 12.13=)-2387) 5968 12- 4=( -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0) 0 13.14=(-2428) 5968 12- 6=(-1761) 953 2x6 KDDF #2 A; TC UN,F'LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4. 6=(-4731) 1764 14-15=(-2062) 4966 6.13=( 0) 419 2x4 DF STAND B' TC UNIF LL( 100.0 +DL( 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16=(-1257) 2945 13- 7=( -4) 166 2x4 KDDF STUD t BC UNIF LL) 0.0)+DL(40.0 = 40.0 PLF 0'• 0.0" TO 43'- 6.3" V 7. 8=(-5543) 2225 7.14=( -967) 519 8- 9=(-3514) 1448 14- 8=( -312) 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9.10=( -100) 112 8-15=(-2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625) 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625) OVERHANGS: 24.0" 0.0" COND 2 Design checked for net(�osft uplift at 24 "o`spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0.0" Allowed = 0.200" M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569" @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 11-11-11 31-06-09 load duration factor=1.� T Truss designed for wind loads 5-11-14 5-05-02 0-0�6-10 5-10-05 6-05 6.05 6-05 6-05-04 in the plane of the truss only. f 'f 11-09-12 f1 12 7.00 1/ 8(S) M-5x 10 M-,0./25 =M-6x6 0�5�� =M-6x6 =M-10x10 M-3x610 -e y MM -_ I] M-3x4 \/ 0 +" + C + • A o u; ♦ s444114,14411440. A Tip r, co o M-4x12 o 1 2� 11 12 1 "25" 14 =M-4x4 0.255 M-4x101s* M-1"5x3 M-3x10 =M-8x8(S) =-M-10x10(6) 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 J, y 2-00 43-06-04 ,9,.0 PR 0ic'S'�S JOB NAME : 5-A POLYGON NH - AH1 scale: 0.1519 e�ItV rTrusWARNINGS: GENERAL NOTES,unless otherwise noted: �ryry" � �.^.^ 1.Builder and erection contractor khould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' .e G•t P L s-- Truss: s: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at r�I. 3.Additional temporary bracing to insure stability during construction 2'o,c.and at 10'o.c.respectively unless braced throughout their length by ,,„, i,ifa� " DES. BY: EE is the responsibility of the eryctor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .Jr ,.1 ly. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f� //``,•S'�. SEQ. : 6037156 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y+ OREGON ^KJ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �f .. '�}f 1 4, ,0,-,s,, '� 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 406556 5.CompuTrus has no control oyer and assumes no responsibility for the necessary, M t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,ii R R= - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII VIII VIII IIII IIII TPI VJfCA in SCSI,copies of which will famished upon request git coincideiitwith jointpate center linche. 9. Digitssidsize 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:12l3112015 r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF M1&BTR; SPACED 24.0" 0,C. 2x4 DF 2400F B5 3- 3=(-4062) 1544 11-12=(-1139) 3226 3.12=( -506) 350 WEBS: 2x4 KDDF STAND; 3- 4=(-3073) 1177 13-14=( -797) 2720 12- 4=( 0348 LOADING 4- 5= 1132 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2298) 1240 14.15=( -626) 2374 5-14=( -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2207) 1142 15.16=( -261) 1600 5-15=(-1419) 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2812) 1243 16.17=( -595) 2048 15- 6=( -558 ) 995 BCC LATERAL SUPPORT <= 12"OC. UON. 8- 9.(-2957) 1138 17- 9=( -836) 2403 6.16= -434 1178 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 114 16- 7=( -722) 578 OVERHANGS: 24.0' 24.0" 7-17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: nators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670) IMID-a.:_Disign_oh.m.c.k d for n ( psf) uplift at 4 "o pacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" 21-10-12 21-10-12 MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2,858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" -1 f . MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 7.00 V M-4x6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19%at time of manufacture. 6 ,fni' ' • 11 Design conforms to main windforce-resisting M-511 (S) M-5x8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 1.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6 vo k...1.. Truss designed for wind toads c, in the plane of the truss only. 0 "; M-3x4 4 ` M-1.5x3 M-3x4 M-4x6,....00.0"2,00000000,00e,(4 Ili b iallilltimi 0 12 M-5x6 M-3x4 M-5x1015 0.25"16 417 s 0 c M-4x6+ M-3x4 M-3x8 0 a 2.75 2.14 oM-4x10 M18HS-5x16(S) 12 12 )' J )' J' )' y y y -05-08 5-10-08 6-02 0-�1,-12 10-04-12 8-11-15 8-11-01 , -05-08 12-00-08 1-10-04 27-05-04 2-00 , y2-004 14-06 29-03-08 2-00 43-09-08 ),2-00 2-00 JOB NAME: 5-A POLYGON NH - B3co t,� ss Scale: 0.1309 sl:/ IT r WARNINGS: GENERAL NOTES,unless otherwise noted C,{t\ V(J/?.(,,,,,I t () B3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual •e'L' ,.6 PE. t` Truss: B3 and Warnin before construction commences, building component.Applicability of design parameters and proper 2.2x4 compre n web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. • 3.Additional t rary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at i� DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Amr� is the res ility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweA(BC). r�r • DATE: 8/22/2014 the overall cture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -,�' r� fy. 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. � �auN }V,... SEQ. : 6037157 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, j� " fj �i i. design load be applied to any component. and are for"dry condition"of use. 4r, '� TRANS I D: 406556 5.Compu7 us s no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i � '1 s ti fabrication,lending,shipment and installation of components, necessary.s 7,Design assumes adequate drainage is provided. 4, ry 1 �,,,, 6.This design�i furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'f fl 4- 111111111111111111111 VV7PIM?CA if 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;IfIC./COmpuTftas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.1 /31/2015 IIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22.13=( -87) 221 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-3891) 1497 15.16=( -931) 2763 15. 4=(-277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3. 4=(-3508) 1481 16.18=( -757) 2413 4.16=(-342) 253 2x4 DF STAND A LOADING 4. 5=(-2938) 1219 17.19=s 0) 0 16- 5=(-121) 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2388) 1115 18.19=( -556) 2143 5.18=(-543) 368 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19-20=( -544) 2087 18- 6=(-405) 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=(-2026 1048 20-21=( -542) 2142 18- 8=( -92) 159 8- 86) 183 LL = 25 PSF Ground Snow (Pg) 9-111=(-1914;1992 22.14=( -818) 2248 18-20=( 493) 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=( 0) 0 20. 9=( •33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(.2294) 1043 9-21=(•495) 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-2668) 1116 11-21=(-327) 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14=( -367) 444 21.12=(-434) 341 OVERHANGS: 24.0" 0.0" 12-22=( -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625 Connector plate prefix designators: ' 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series CDND 2 Design checked for net(�psft ubltft at 24 "oc s acn ins ** For hanger specs. • See approved plans I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" T T 4-02-11 4-04-071-08 13 4-07.09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" T T TT l' (( MAX TL CREEP DEFL = -0.335" @ 22'• 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-1^ 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7" f( 1' MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7' 15-09-12 15.06-08 NOTE:Design assumes moisture content does T f -( f not exceed 19% at time of manufacture. 12 M-3x4 12 Design conforms to main windforce-resisting 7.00 M 3X8 7,00 system and components and cladding criteria. M-4x6 7 / r M•4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 5X6(S) 6' 9 ,� M-5X6(S) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), " load duration factor=l.� 0.25" Truss designed for wind loads 5 0.25" in the plane of the truss only. 'd' .2 f*o M-3t I, +t + r ;-3x5 M-1.5llk \* M-1.5x3 M771 46 -5x10 M-3x4 a 17 19 201 22 1a* o M-4x6+ o M-5x10, M-3x4 0.252" M-3x4 M-4x6 0 -- 2.75 1.89 v M•4x8 M-5x8(S) 12 12 * y y 1 90Th12 y * * * * ,-05-0$ 6-06-10 5-05-14 11108-0g 5-07-14 5-05-12 7-06 7-07-12 y 2,-05-08 13-01-04 , 2-00 25-11-08 y 14-06 29-00-04 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 ., ► ' ccrr /0 I Scale: 0.1286 (dry ` 1Zzl> WARNINGS: GENERAL NOTES,unless otherwise noted: 2�7 rj'-��' • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 s G 11 II F"E r- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+, inDesign ration ofa the top nt is thbottom remspo chords toy of thlaterally ing designer.gy >.."..r41811° -- DATE: 2.Desi n assumes the to and bosom ito be lateral) braced at 3,Additional temporary bracing,to insure stability during construction 2'o.c.and at 10'o.c.respectivelyunless braced throw hout their len th b +1 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fy DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ eM ``•c'. SEQ. : 6037158 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "�¢�� A.OREGON t,y pi fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,.w. , design loads be applied to arty component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge iffr �" 1 necessary. ry� i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A v i.•,^` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIM?CA in SCSI,copies of which will be furnished upon request. git coincide with joint aiernche. 9.Digits inisize oplate eto Inness. EXPIRES:[ n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C}� (RC :1�L/31/2v1 5 r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ILOAD DURATION INCREASE = 1,15 1- 2=( 0) 114 2-15=(-1177) 3199 15- 3=( -99) 614 22-13=( -87) 221 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-3891) 1497 15.16=( -931) 2763 15- 4=(.277 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3. 4=(-3508) 1481 16-18=( -757) 2413 4.16=(-342 253 2x4 DF STAND A LOADING 4- 5=(-2938) 1219 17-19=( 0) 0 16- 5=(-121 527 ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2388) 1115 18-19=( -556) 2143 S-18=(-543 368 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 0 19-20=( -544) 2087 18- 6=(- 405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20.21=( -542) 2142 18- 8= -92 159 . LL = 25 PSF Ground Snow (Pg) 9.111=(-1914) 21-22=(1045 992 22-14=( -818-720) 2248 2182 1B-20=( 493 265 I NOTE: 2x4 BRACING AT 24"00 UON, FOR 10.11=( 0) 0 20- 9=( -33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2294( 1043 9-21=(-495( 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-2668) 1116 11-21=(-327) 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -367) 444 21-12=(-434) 341 OVERHANGS: 24.0" 0.0" 12-22=( -68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0,200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0,267" MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 111-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04 07 1-08-13 X 4-07-09 5 03-08 4-10 08 < MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7' T ff f f ff f ,r MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does T ' f f ff < T f-f T f not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12M-4x6 1 x6 7.001./ M-5X6(S) 7 M- XB MX4 1r1 12 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-5x6(S) Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" - Truss designed for wind loads 5 / 0.25" in the plane of the truss only. v 2 M-3x4 i\ m /+1 +1 Cr A3X **,, m M-5x10 M-3X4 17 19 20 21 22 14 M-4x6+ o M-5x10 M-3x4 0.25" M-3x4 M-4x6 0 - 2.75 1.89,__M-4x8 M-5x8(S) 2 ), - 1-p01 yy)2 , y y y y 9-05-01 6-06-10 5-05-14 1708-0, 5-07-14 5-05-12 7-06 7-07-12 05-08 13-01-04 1 , 2-00 25-11-08 y 1-4- 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH BH2 �` 0 PRO's 061 Scale: 0.1286 c3 /�(}ry /QQ WARNINGS: GENERAL NOTES,unless otherwise noted: � l 4 G/f ! -ray 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 !*24111PE (` Truss: BH2 and Warninbefore construction commences. building component.Applicability of design parameters and proper 2.2x4 compr on web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Air 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: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the respoMaibilhy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *!r - e DATE: 8/22/2014 the overall Structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ft 4.No load sh ld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "7 OREGON /,. SEQ. : 6037159 fasteners a1*complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fy V design load{be applied to any component. and are for"dry condition"of use. 'r'/ `',ft aN, As TRANS I D: 406556 5.CompuTrus Mas no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 1 r ' t,.- fabrication, necessary. (7, ' Handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. ,.C+t y RI j ... V 6.This design III furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r7 L- VIII VIII VIII VIII VIII VIII VIII IIII(IIITPI/WTCA M BCSI,copies of which will be famished upon request. MiTek USAy ktc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. indicate 9. Digits size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 DF 2400F; i LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1844) 6771 15. 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF #1&BTR 72, T3 2- 3=(-8240) 2291 15-16=(-1727) 6287 3-16=( -728) 178 13-22=) 0) 299 BC: 2x6 KDDF #1&BTR I LOADING 3. 4=(-6514) 2010 16-17=(-1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; 1 LL = 25 PSF Ground Snow (Pg) 4- 5=(-6058) 2101 17.18=)-2003) 5967 4.17=( -494) 262 2x4 DF STAND A; TC UNI LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 5- 6=( 0) 0 18-19=(-2095) 6120 17- 5=( -631) 2092 2x6 KDDF STAND B IC UNIF LL( 100.0)+DL 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 6.2" V 5- 7=(-5197) 1853 19-20=(-2199 6298 17- 7=(-1786) 823 TC UNI LL( 50.0)+DL3 14.0)= 64.0 PLF 31'- 6.2" TO 43'- 6.2' V 7- 8=(-6026) 2221 20-21=(-20603 5951 7.18=( -465) 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIR LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2' V 8-8-19=1-5957)573 22813 21-22=(-1418) 4762 19- 8=4762 18- ( •-19 222 9) 384 BC LATERAL SUPPORT <= 12"OC. UON. 281 TC CONC LL) 500.0JO CONC LL( 3+ DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12=)4740) 169960 19-20=) -282) 337 NOTE: 2x4 BRACING AT 24"OC UON. FOR 12-13=(-5572) 1920 20-10=( -89) 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14=3-5833) 1764 10.21=(-1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 6253 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND 2: Design checked for net(_5 p )uplift at 24 "oc s acp incl VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 MAX LL DEFL = -0.036" @ -2'• 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06 10 2(-03-08 5-02-05 0-0�6-10 5.08-10 not exceed 19% at time of manufacture. 2-09 4-04 f-02-19 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting T ,. , f f - , f f 'f f system and components and cladding criteria. 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 640# 1V640# T load duration factor=l.6 12 M-7X8 S 12 Truss designed for wind loads M-3X5 M-5x10 Q 7.00 in the plane of the truss only. 7.00 M-5612M 7 M-8x4 a 0.25" =M-10x4 11 2 ays� AL y13-3x4 cr +°DM18HS-3x187x12.. ...._.....„..N. 1617 21 22 4* 2 =M-8x8 M-3x4 M-4x8 =M- x8 19 Cl"25�'� M-3x10 M-1.5x3 0 M-4x6+ M-4x6+M18HS-7x14 =M-8x8(S) a2.75 2.75 r-. 12 J'12 J- y J' J' J" J' J- y y , -05-0, 4-04 4-05-12 3-02-11>2-00. 8-01 7-11-04 5-05-02 5-06-14 , y2-00 -05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH1 Scale: D.1366 �t ryI ` cPlY a WARNINGS: GENERAL NOTES,unless otherwise noted: �y`Gl `� 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 r 921 0 P L 1-- Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1. 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �1. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �ar� DES. BY: E E s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�lm ." �y. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +M Ft v. ird SEQ. : 6037160 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. 'j7 �¢_OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;� -, +."A` design loads be applied to any component and are for"dry condition"of use. /'`1, -7}f' ,� r,(} `.�- TRANS I D: 406556 5.CompuTrus has no control ovier and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. ti fabrication,handling,shipmenr�t and installation of components. 7.Design assumes adequate drainage is provlded. C. i R f i ^. 6.This design is furnished subjdct to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA in BCS(,copies of which w H furnished upon request. git coincideiiwith joint center nche. 9.Digits ndsize of tplate in inches. t 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�J11 01 T IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I 00 TC: 2x4 KDDF #1&BTR - LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR2-. 3=( 0) 86 2- 9=(-148) 734 8- 4=(-291) 388 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3- 3=(•1004) 236 9-8- 9=( -74) 481 8- 4=�-295) 595 4=( -885) 459 6= 74) 602 4- 9=(-294) 595 LOADING 4. 5=( -885) 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1004) 236 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KODF625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0" -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 ost) uplift at 24 "oc spacing.! 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -I'• 0.0" Allowed = 0.133" MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979" I: MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'• 6.0" Allowed = 0.133" 14.00 F7 4 4.0" N 14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" /01 it.. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind wads in the plane of the truss only. M-1.5x3 M-1.5x3 v / cc, 0 CD 0 0 c 'e41. 41 q D M-3x4 Q 25" M-3x4 M-3x4 0 A M-5x. S) 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 PROPe JOB NAME: 5-A POLYGON NH C2 Scale: 0.2044 )N }��yjL9t9 WARNINGS: t GENERAL NOTES,unless otherwise noted: ,;GI'''61/21/ITTry -rf 1.Builder an.�.ection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual s•G f 11 P E. ;"' Truss: C2 and Warn, .-before construction commences, building component.Applicability of design parameters and proper y 2.2x4 comp 4:ion web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. /'/ 3.Additional •orary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the res•r.ibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 44.1111..4 continuous sheathing such as plywood sheathing(TC)and/or tlrywa8@C). �r ' m DATE: 8/22/2014 the overall 1 cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4SEQ. : 6037161 .No load Oh,Id be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners i complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, {h design loa• be applied to any component. and are for"dry condition"of use. -/ ,.1 TRANS I D: 406556 5.CompuTru ji : no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 7 �3, A fabrication ndling,shipment and installation of components, necessary. f�` V 7.Design assumes adequate drainage is provided. `R R 10- 6.This desig 1.furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'i IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA SCSI,copies of which will be furnished upon request. lines coincide wiz joint center lines. 9. Digits indicate size of plate in Inches. ,! r n MiTek US' Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES: 17Ll31/201 . IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" �DDND 2 Design checked for net( psf) uplift at 24 "oc s acp incl TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 KDDF NOTE:Design assumes moisture content does 2x4 BC: 2x4 not exceed 19% at time of manufacture. #1&BTR B2 SPACED 24.0" O.C,1&B LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CConnector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MIBHS (or = eMT = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IIM-4x4 12 /— 14.00 V 3 N14.00 v CD 0 .-- M-3x4 00 to IF cm R9 6 J'o 0 o M-3x5(S) 1 o M-3x4 y y y 6-10-15 13-07-01 y y y y 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - Cl Scale: 0,2158 GIN /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4'(t '("3/21//7 14, Cl1.Builder and erection contractdr should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ! 0 t'E c Truss: C and Warnings before constru Ion 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 designee. 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at4101,11F. 2'o.c.end at 10'o.c.respectively unless braced throughout their length by >/, " DES. BY: EE is the responsibility of the ere tar.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '! " DATE: 8/22/2014 the overall structure is the re nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / n wt, /1 C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -, iy OREGON ((d SEQ. : 60371 62 fasteners are complete and a(no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "&f.1 t,, A, TRANS I D: 406556 design loads be applied to any Component. 5.CompuTrus has no control over and assumes no responsibility for the . and are for"dry condition"of use. eDesign assumes full bearing at all supports shown.Shim or wedge if 4!/`1+, rlQ-7 30' 1 4 ` - � necessary. �,7�ii R I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. RIO- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIIII I I I IIIII VIII IIII IIII IIII TPI/WfCA In BCSI,copies of which will be furnished upon request. git coincide withzjoint center lines. B.Digitsssize of tplate ein inches. ro lose MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '/(P) E' 12/31/201 r IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 21 0) 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 71 -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( --8954) 2004 9-10=(-1252) 5318 9- 3=( -102) 114 7-13=( -474 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-111.1284) 5552 3-10.( -192 616 7- 8=(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6390) 1640 11.12=S-1154) 5472 10- 4= -900) 3994 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6=( -6390 160 12.13=(-1320) 6044 4-11=(-2838) 804 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6. 7= -8600) 2028 13- 8=(-1324) 6066 11- 5=(-2388) 9292 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 522.4)+DL( 375.2)= 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8=(-10200) 2302 11. 6=(-2680) 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0" V 6.12=( -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+OL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS,M16 = Mitek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50° 15.19 KDDF 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN.7\1Y] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc s ap cina nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 5" oc in 2 rows) throughout 2x8 bottom chords,: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs, +++ HANGER TO APPLY CONC. 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979" EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" 10 03 + 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" � � � � � 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00 V N 14.00 5.0" /- 6 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 11\-'-' � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �` load duration factor=l.6, Truss designed for wind loads 5":" in the plane of the truss only. M-3x8 .M-3x6 v / co +x A o r M-4x12 M-5x12 M-5x16 M-5x16 0 0 o _f I in� I, 4„f_ ±. n 9 0 11 T 12 13 `8 0 8 M-1°5x3 M-7x12 0.25" M-6x10 M-3x10 0 *""T1l3751#-M-, Ox10(S) y y y y y y y y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 - PR JOB NAME : 5-A POLYGON NH - C3 -< , aa 6'0 Scale: 0.1681 ' 12Z/ 'SI. WARNINGS: GENERAL NOTES,unless otherwise noted: '145? 1�T 1.Builder and"traction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Ls for an individual !92 1 S P E ("'" Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 comprelon web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 100 3.Additional t rary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the res bilily of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d r DATE: 8/22/2014 ' responsibilitybuilding ig Impact p q eft ) rywan(Bc). �"r".= " the overall lure is the res onsibilit of the designer. 3.2x or lateral bracingrequired where shown++ /�, 4.No load shglld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7r OREGON 44, SEQ. : 6037163 fasteners aA complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, „ design load*be applied to any component. and are for"dry condition"of use. �r .� os, lks TRANS I D: 406556U. 5.CompuTruspras no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if S fabrication, ndling,shipment and Installation of components. necessary. )tom { 7.Designlasassumes atedadequate drhinace isprovided.truss,a "l'7 6.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 I IIIIII VIII II II VIII IIII I I I VIII III IIIITPI/VVTCA IS BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. MiTek USN Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 t IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0,1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4=(-506) 111 LOADING 4-5=( 0) 86 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 10 5 10 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T T T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" 12 M-4x6 12 MAX TL CREEP DEFL = -0.003" @ 12'- 8.0" Allowed = 0.133" 14.00 VN 14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 3 4,0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" AK 1 11 MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" NOTE:Design assumes moisture content does I -IL not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 6 Load duration factor=l. , Truss designed for wind loads in the plane of the truss only, 0 Lo0 co 0 0 ,01 Lo �� 1 sli o Cs 0 M-3x4 M-1.5x3 M-3x4 y y y 5-10 5-10 * * * y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 ` 0 PROP s Scale: 0.3596 I `Ct WARNINGS: GENERAL NOTES,unless otherwise noted: 14, 2. Builder 2i compression res ncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .•92,•r E 'r- Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 3.Additional temporarybracingmust be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: E E the responsibility of the nt 2.Design assumes the top and bottom chords to be laterally braced at w ranerection is 9 P bracing ret hsud stabilityional duringmconstructiont bracing 2'o.c.end at 10'oc.respectively unless braced throughout their length by ,�+ �/ p ytor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ N1 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37, OREGON ((f SEQ. : 60371 64 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, -. t fl` sty design loads be applied to any component. and are for"dry condition"of use. f,.+, '�}�' 14 2fl 4. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if LO ,S}. necessary. �g t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -'"F3 A'0- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I I I VIII IIII III TPI WfCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9. Digits indicate size of plate line inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1 IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net( psf)uplift at 24 "oc s ap cing I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19%at time of manufacture. TC LATERAL SUPPORT <0 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. ! LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting system and components and cladding ON BOTTOM CHORD = 10.0 PSF P criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),I load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical stud verticals. Refer to CompuTrus gablea end detail for 6-10 5-10 complete specifications. 12 11M-4x4 12 14.007 4\ N 14.00 0 0 u7 0 co 0 O U) 4141C� -/o 0 M-3x4 M-3x4 ,, ) ) 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH D1 , 0 Scale: 0.3526 � `��%yll� �wo WARNINGS: GENERAL NOTES,unless otherwise noted: . PET , 'Trus1.Builder and4rection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e - '9G 11 t F E V-- Truss: s: D1 and Warnirr��ss before construction commences. building component.Applicability of design parameters and proper ,r� 2.2x4 comprejalon web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Y' 3.Additional t porary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the res rbilay of the erector.Additional permanent bracing o! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „o0(ximipx , f),. DATE: 8/22/2014 the overall Structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /`,i�. 4.No load shAald be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `cl SEQ. : 6037165 fasteners a4 complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / d A�S,,,(` design looms�,,be applied to any component, and are for"dry condition"of use. i •T 0 TRANS I D: 406556 5.CompuTmS has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /- 14 2- h4 necessary. /fes T fabrication,(Handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. '% ' ,,,, 1`S 1 f� 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 Il I 1111111111111111111111 TPI/WTCA Y BCSi,copies of which will be famished upon request. lines indicate with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USAF 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 t III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDOF #1&BTR 1 2- 3=(-3372) 842 7- 8=(-680) 2954 2- 8=(-1360) 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3376) 838 8- 9=(-372) 1990 8- 3=(-1214) 4854 2x8 OF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3446) 750 9- 5=(-370) 1988 8- 4=( -156) 306 2x6 KDDF #2 B IC U If LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6=( 0) 86 4- 9= -176) 84 BC U It LL 522.4 +DL( 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC U I' LL) 0.0;+DL( 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"0C. UON. i BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS P 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF ( 625) LIMI E STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (0080 2 Destgn checked for net( p ( uplift at 24 'on s ao cinc.l M,M2OHS,M18HS,M16 = MiTek MT series BOTTSM'CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND :OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3" Allowed = 0.537" ) trusses required. MAX TL CREEP DEFL = -0.058' @ 3'- 1.3" Allowed = 0.717"Jo2nto mlet2rusestrid. DIA GUN MAX LL DEFL = -0.001' @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001° @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005' @ 11'- 2.5' *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011' @ 11'- 2.5" LOADS) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 03 T 2-07 '1 2-07 f 3 03 ,r system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 N 14"00 load duration factor=1.6 4.0" Truss designed for wind loads f -3 ,\ in the plane of the truss only. R . a M-3x5 M-3x5 S0 U1 0 co M-5x10 0 ® o 1M-3x8 M-8x10 M-195x3 M-5x10 \ CD ` y y ***�y3551# y 3-01-04 2-06-12 2-08-12 3-01-04 y y y 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME: 5-A POLYGON NH - D3 � `a, Scale: 0.2557 ", 1(+/�qy-I(Q+ "Q WARNINGS: GENERAL NOTES,unless otherwise noted: / z Gf l f '7, 1.Builder and erection contractot should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °921 e PE r Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ioteler 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at "' DES. BY: EE is the responsibility o.c.and at 10'o.c.respectively unless braced throughout their length by y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywali(BC). Win!- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^? t �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON , S E QI... : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - ry4* j A. design loads be applied to any component. and are for"dry condition"of use. / 2S) - TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V '1}r 74 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. necessary. +. { tt <��,L5^' 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111110111111111 TPInMCA in SCSI,copies of which will be furnished upon request. git coincideiitwithizJoint ain inches.9. Digitssidsize of plateeto lines. EXPIRES: / /4r� CC MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 12/31f201J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-217) 180 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625 ConnectorCNla (or no prefix)ig LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 6253 = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. COND. 2: Design checked for net(•5 paf)�Ilp7ift at 24 "oc s ao cine 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX IC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 V system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads to o in the plane of the truss only. 0 el0 0 r` 0 co 0 plAn ul o/- o -� 4=� M-3x4 1-00 6-00 (PROVIDE FULh BEARING:Jts:2,4.34 ,p P R C?F JOB NAME : 5-A POLYGON NH - J13 Scale: 0.428, • G7, ss,� WARNINGS: GENERAL NOTES,unless otherwise noted: 'f+(J •• SPE 1.Builder andllrection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C',' !.2 I SPE {' Truss: J13 and Warninps before construction commences. building component.Applicability of design parameters and proper 2.204 comprelkalon web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional tOrrporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the respollsibilit of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,l0s's e DATE: 8/22/2014 the overall Otructure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !1 rh /,� 4.No load sharld be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'Fix_ �RE+av0 [^c! SEQ. : 6037169 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, 4," N `\ design load$be applied to any component, and are for"dry condition"of use. .!� TRANS I D: 406556 5.CompuTrus$ras no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 - fabrication, ndling,shipment and installation of components. necessary. 1 z, 7.Design assumes adequate drainage is provided. `�/r' 1 ILA- 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 n 1VIII(11 II 11111 11111111111111 VIII III(III TPI/WTCA Is 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 USA,IDC./CompuTrun Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 • i 111111111111 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2v( 0) 86 2.6=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-581) 500 3.4v(-164) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD pOAD IS A MINIMUM OF 10 PSF. / -/ IQDND, 2: Design checked for net(-5 psf) u9lift at 24 "oc finacing.l / MAXVERTLLADEL DLF= -0.0002CTION LIMPIT.1 LL=0.040 Allowed80 0.100" MAX TL CREEP DEFL = -0.003" @ •I'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'• 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0,864" MAX HORIZ. LL DEFL = -0,012" @ 9'- 11.2" MAX HORIZ, TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19e at time of manufacture. Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. r) cm o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ID (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CD N in the plane of the truss only. o C') 0 o O� i -V - 6'= M-3x4 1-00 6-00 4-03 IPROVIDE TULL BEARING;_Jts:2.6,3.4I _ R Open JOB NAME: 5-A POLYGON NH - J12 d\ - N Scale: 0.2960 +� ` �Zz 'f(} WARNINGS: GENERAL NOTES,unless otherwise noted: ;'(+' G 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 C- s 921'€-E T r u s s: J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing'imust be installed where shown+, incorporation of component is the responsibility of the building designer. ".' 3.Additional temporary bracing to Insure stadNly during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: EE is the responsibility of the eretor.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. rammt DATE: 8/22/2014 r cw 9R s ( ) /�� the overall structure is the res onsibilHy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4Jr C�' 4.No load should be applied to Any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -fig^ OREGON `/ SEQ. : 6037170 fasteners are complete and aioo time should any loads greater than a.Design assumes trusses are to be used in a non-corrosive environment, "„ -D .yiA..s design loads be applied to any component. and are for"dry bearingion"of use. / "I}� ,�A 20 t TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full at all supports shown.Shim or wedge If necessary, �AL.y' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -' RA y 1� 6,This design is furnished subjeb to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I III VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincideiiwith joint center lines. 9.Digits ddsize of tplate ein inches. MiTek USA,InC./CompuTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-636) 500 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(-243) 97 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -76) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow )Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625) M,M20HS,,C (0 (or = MiTek MT series 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /-- 5 !COND. 2: Design checked for net(-5 asf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1"- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'• 10.6" Allowed = 0.088" ;i MAX TL CREEP DEFL = -0.002" @ 10'• 10.6' Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2" • NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, is) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;i load duration factor=1.6 IO Truss designed for wind loads co in the plane of the truss only. v 0 rn o��� _ 0 6x M-3x4 ,,,- k---4, y 1, 1-00 6-00 4-10-09 'PROVIDE FUIL BEARING;Jts:2,6,3,41 JOB NAME : 5-A POLYGON NH J 11 ¢E� PR �, s Scale: 0.2753 CjINf�C�rul WARNINGS: GENERAL NOTES,unless otherwise noted: ((2 � !(�,aat ! ©•"''.,� 1.Builder and meection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' *s 2 4 I P E 1-- Truss: J11 and Warm before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr n web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional t rary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ip is the re 'batty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " .was.^p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i; m , DATE: 8/22/2014 the overall dare is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' CC SEQ. : 60371714.No load shirk be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners p complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, } A: `c! design load be applied to any component. and are for"dry condition"of use. -P,' N As TRANS I D: 406556 5.CompuTms s no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If _.411' 1 4, �° fabrication,Handling,shipment and installation of components. necessary. ,.r 7.Design assumes adequate drainage is provided. "P R t�1 '�T 8.This design(4 famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L•` IIIIII VIII 11111 11111 VIII VIII VIII IIII IIIITPI/WfCA its BCSI,copies of which will be furnished upon request. MiTek USN Inc./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 i IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" D.C. 2.3=(-562 497 3.4=(•139 88 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'• 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CONO 2 Design checked for net( paf1 uplift at 24 "oc spacing MAXTLLAL DEFLFLECTTION O002LIMMITS: LL=L/240,00.00TL=wed8= MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed Ctu0re1.00' 0133" /tMAX TC PANEL LL DEFL = 0,144" @ 3'- 4.8" Allowed 0576" MAX TC PANEL TL DEFL = -0.146" @ 3'• 2.5" Allowed 0864" MAX HORIZ. LL DEFL = •0.012" @ 9'- 10.8MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8NOTE:Design assumes moisture conentdoes not exceed 19eat timeof manufa Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 14.00 t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads ;', o in the plane of the truss only. v oCV CMOC9O rf) //0, ,,, -/ o� 5`�-O .'., A- 1-00 6-00 3-11-09 (PROVIDE FULL BEARING:Jts:2,5,3,41 N-40 RR0ic JOB NAME : 5-A POLYGON NH - J10Sol 9/ Scale: 0.2937 '2 G! /0 9 WARNINGS: GENERAL NOTES,unless otherwise noted: e(-�E I.Builder and erection contract r should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f a 2 A;€'i.._ (- Truss: J10 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. P g 2.Design assumes the top and bottom chords to be laterally braced at �1�s. 3.Additional temporary bracing Ito insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.r^ 4' 4040 DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the repponsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +A �'y /",^+�. SEQ. : 6037172 4.No load should be applied to,any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON b 4, 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. � --/.1, 14 `,d P",�.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'nDe essa assumes full bearing at all supports shown.Shim or wedge if + 1 ii fabrication,handling,shi me t and installation of components. ry 4c,;, R! -- P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subj cl to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111110111111111111 TPINVTCA in BCSI,copies which will be furnished upon request. lines coincideItwith jointinches.9. Digitssidsize of tplate in lines. EXPIRES: r7�] r c MiTek USA,InC./CompuTtus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12(311201 l 7 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER=( FORCES86 2.5=(0) 0q=1,00 BC: 2x4 KDDF #1&BTR 2.3=( 0) 2.5=(0) 0 SPACED 24.0" O.C. 2.3=(-483) 427 ' TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-111) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625) C,CN,CI8,CN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (P9) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) M,M20HS,M18HS,(or = MiTek M series 5'- 11.2" -377/ 439V 0/ OH 1.50" 0.56 KDDF ( 625 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2• Design h k d for n t( psf) upi lift at 24 °oc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° Pp MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8" i NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00V .I Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 cm Truss designed for wind loads d in the plane of the truss only. O O' c cm O U, O/ - 5zs -V O M-3x4 A J,-- ), J, ,1 1-00 6-01 2-11-09 (PROVIDE FULL BEARING:Jts'2 5 3 41 JOB NAME: 5-A POLYGON NH J9 Scale: 0.3208 ,-s;cc- �v sr WARNINGS: GENERAL NOTES,unless otherwise noted: GJ / 171.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 ik- p'(e 2,, )E t•" Truss: J9 and Warnints before construction commences. building component.Applicability of design parameters and proper 2.2x4 compr*lon web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional t`Inporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v' DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r is the res rbility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,.+' + , DATE: 8/22/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� ty.. 4.No Mad shdmld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON ",i�. SEQ. : 603 7173 fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.;;!-. = j [c! design load*be applied to any component. and are for"dry condition"of use. °9�r rf A. -iv- ,TRANS I D: 406556 5.CompuTrus�ras no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It �6 '�k 14 -° -i fabrication,+candling,shipment and installation of components. necessary. t��II 7.Design assumes adequate drainage is provided. 'Y(.;h t-y i y 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 rTT r1 5"- I VIII(VIII VIII I III VIII I III VIII IIII IIII TPI/WiCA BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in Inches. MiTek USAF Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3= -417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 li Design conforms to main windforce-resisting 14.00 7system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads v cm o in the plane of the truss only. 0 0) 0 0 LO �� o/- ►� 5...-=. 0 M-3x4 /- 1 y ), J y 1-00 6-00 I 1-11-09 IPROVIDE FULL BEARING:Jts:2,5,3.41 JOB NAME: 5-A POLYGON NH - J8 Scale; 0.3559 � ' uv ,. , WARNINGS: ''. GENERAL NOTES,unless otherwise noted 'y4/57 " ii 0 17 1.Builder and erection contractfr should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Lt e a 2 a i l_. r- Truss: J8 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 moi. DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 , /a� P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! n. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherePshown++ � f5 SEQ. 6037174 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'P 'V fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, If, OREGON ` �. design loads be applied to any component. and are for"dry condition"of use. }" i TRANS I D: 406556 5.CompuTrus has no control o<er and assumes no responsibility for the 8'oecessa assumes full bearing at all supports shown.Shim or wedge if + � fabrication,handling,shl mein end installation of components. necessary. Fi RIO- 6. p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIIIIII VIII I III VIII I III VIII IIII IIII TPIANfCA in BCSI,copies o which will be famished upon request. git coincideiitwith joint center liche. 9. Digits idsize of tplate 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, 1/2g13 r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF 0/1&BTR SPACED 24.0" O.C. 2.3=(-334) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625) C,CN,CI8,CN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF 6255 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE THE LIVEBOTTTOMAD ACHO DT ADEAD(S)LOAD ISSPECIAIMIINIMUMBY 8OFC 2002PSF. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l 4 -v VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" 0 MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� o Truss designed for wind loads in the plane of the truss only. co co 0 rn 0 L o� -/ 0 5.. ... M-3x4 .1 1- _ y y 1-00 6-00 0-11-09 (PROVIDE FULL 6 RING;Jts:2.5.3( 0 PR Ore JOB NAME: 5-A POLYGON NH J7 Scale: 0.3882 <<" ss WARNINGS: GENERAL NOTES,unless otherwise noted: . TINE ..57 1.Builder anc(erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual it -°92$S P E (- Truss: J7 and Warn*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. ,a" 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` DES. BY: EE is the resp is bility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /fir the overall mcture is the responsibility of the buildingdesigner. continuous sheathing such as plywood in ere and/or tlrywefl(BC). 4�ms DATE: 8/22/2014 P Y re 3.2x Impact bridging or lateral bracing required where shown++ ryk SE/1 r� 4.No load sh be applied to any component until atter all bracing and 4. Installation of truss Is the responsibility of the respective contractor. O+REGON d`��4.� Q.. : 60371 75 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, c! design to be applied to any component. and are for"dry condition"of use. \ 4 TRANS I D: 406556 5.CompuTm has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "1 171- 14 '2.4 �4 fabrication, ndling,shipment and installation of components. necessary. p f�`�j 7.Design assumes adequate drainage is provided. `Y/`'lj y.y� t 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 �'f rl tr I(IIII VIII 11111 I III VIII VIII VIII IIII IIII TPI/WfCA BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek US InC./COmpuTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT r_ 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50' 0.64 KDDF ( 625) 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGEND 2 Design checked for net( 5 osfl up�ift at 24 "oc s acp ina. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. CO 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- -7' MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9" Allowed = 0.858" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 V Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads cm in the plane of the truss only. 0 0 v 0 1"-- CO `CO 0 CO 0/- to 4� 11 0 , M-3x4 > y y 1-00 600 IPROVIDE FULL BFARING;Jts'2,4,3) JOB NAME: 5-A POLYGON NH - J6 Scale: 0.4179 \C t '. .1 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.1, /Z"yryi C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s 211 t"r-s E Truss: J6 and Warnings before construrlbn 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. rAle i. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords Lobe laterally braced at AmorDES. BY: EE Is the responsibility of the er$ctor.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 r�^ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .„' fly. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^^� y`i SEQ. 603717 6 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. EGONOR 1, `V 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. end are for"dry condition"of use. /C:J `G�� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if x✓ 14, necessary. ^"-fi Rt t fabrication,handling,shipmeht and installation of components. 7.Design assumes adequate drainage is provided. "f L 6.This design is furnished subj@d to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI VJfCA in BCSI,copies o which will be furnished upon request. lines coincideitwith joint center nche. 9. Digitssisize of plate in inches. EXPIRES: CC qJ r��]] n MiTek USA,Inc./CompuTFus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Ghl'i RCo.1 Gt X71 f201 rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) plate4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 Conncop6 (or no prefix) = orspuTus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) Connectorrefit designators: M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rtr �• t 1• r r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T '1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" / MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX IC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX IC PANEL TL DEFL = •0.132" @ 2'- 10.3" Allowed = 0.705" D MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003' @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), csio load duration factor=l.6 Truss designed for wind loads v o in the plane of the truss only. co ..1- o n 0 "-A- uo 0 �-_I o f -4 -, M-3x4 A 1-00 6-00 (PROVIDE POLL BEARING:Jts:2,3,41 JOB NAME: 5-A POLYGON NH - J5 . �c PR Ore�� Scale: 0.4549 C.,�J i2ZiPTy r. WARNINGS: GENERAL NOTES,unless otherwise noted: SCI .�(y.ZiPTY 1 -'7 - 1.Builder an ction contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' ""9G.0 F E 1' Truss: J5 and Wami before construction commences. building component.Applicability of design parameters and proper 2.2n4 compr 'n web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional t porary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the res 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'-''+mss prMsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywall(EC). , DATE: 8/22/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / 4.No load sh Id be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "37,, OREGON .1/4SEQ. : 6037177 fasteners a, complete and at no time should any loads greater than 5.Design assumes hisses ere to be used In a non-corrosive environment, -, '.9' � A" TRANS I D: 406556 design toe be applied to any component. and are for"dry condition"of use. 4,. (� 5.CompuTm3has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V 14, 2• q)ti4 necessary. fabrication,tliandling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill ' , ,,,, 8.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 R I (III I II II VIII(III VIII I III VIII II III TPI/WTCA 1f�SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. t n CC MiTek USN,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:IZCS.1 /3112111.! 1 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF qt&BTR SPACED 24.0° 0.C. 2-3=(-132) 131 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" •10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10.8" -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: I LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND 2' Design checked for net( p )�p11ft at 24 "oc spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 1',1-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLMAX CREEP LL DEFL = 0.000" @ D'- 0.0" Allowed = 0.079„ T MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" ) MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 MAX HORIZ. TL DEFL = •0.002" @ 3'- 10.8" NOT 14.00 notexceed Eggn19N attime assumes moisture manufacturedoes Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1. N load duration factor=1.6 0 Truss designed for wind loads E. in the plane of the truss only. v (NJ c , co O iliAmm c � -/ 0 ►� �4 M-3x4 I I I 1-00 6-00 (PROVIDE FULL BEAIING;Jts:2.3 4I 1,c,[) PR Op ., JOB NAME: 5-A POLYGON NH - J44cccrrr , Scale: 0.5091 * zzl f rq (? WARNINGS: GENERAL NOTES,unless otherwise noted: j'7' -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t92I PE K"" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 4 Incorporation of component is the responsibility of the building designer. oile 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' E E 3.Additional temporary bracing to Insure stability during construction 2'Sc..and at 10'o.c,respectively unless braced throughout their length Dy 4001001, is the responsibility of the erector Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. " DATE: 8/22/2014 r cw gR s ( ) LZ' the overall structure is the res�onsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '� n 4.No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 OREGON 4(j SEQ. : 6037178 fasteners are complete and el'no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;,-. A.j �Q` As design loads be applied to any component. and ere for"dry condition"of use. /,,..'�**.. . ).0 ri0 �`1-. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if i/ 1 necessary. DIN\ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII IIII VIII I III VIII VIII VIII IIII IIII TPIANrCA in BCSI,copies of which will be furnished upon request. git coincideiitwith joint center che. 9.Digits tldsize of tplate in inches.. MiTek USA,Ina/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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(-81) 106 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 C,CN,C18,CN18oetr (or no prefix) = orspuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50' 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '00110. 2: Design checked for net(-5 psf1 uplift at 24 "oc spacinc.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1"- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" f- -/ 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 17 4 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. Cy) 0 0 in o• - O ta1111111111111111111111111111111111111111 0 o� 'm" ��4 M-3x4 ),, 1-00 'PROVIDE FULL BEARING:Jts:2,3.41 6-00 JOB NAME : 5-A POLYGON NH - J3 i- PRO 6, IN S Scale: 0.5712 ��� ��IGG�1l /0� WARNINGS: GENERAL NOTES,unless otherwise noted: tL! 4, 1.Builder an4erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ''921 SPE ('"- T r u s s: J3 and Warne before construction commences. building component.Applicability of design parameters and proper 2.2x4 commission web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 3.Additional orary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the res ibllity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). ,r WIPP - DATE: 8/22/2014 the overall lure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ />� 4.No load sh Id be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON tx 14 SEQ. : 6037179 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ".j. �1X A design loo be applied to any component. and are for"dry of use. / t'1 S TRANS I D: 406556 5.CompuTmll has no control over and assumes no responsibility for the 6.Design assumes condition"bearing at all supports shown.Shim or wedge if 14ty i' fabrication ndling,shipment and Installation of components. necessary. A.-RR 4 7.Design assumes adequate drainage is provided. `Y/ / Cy 6.This desigr furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'r n IIIIII II II VIII I III VIII I III VIII'III III TPI/WfCAM BCS',copies of which will be furnished upon request. Digitsgit coincide cwith jointplateacenter lines. 9. indicate size of in inches. MiTek USA w InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i. EXPIRES:12/31/2015 i 1111VIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 811. • t 'r1 r . r r 1r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-09 MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.0" Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" T T MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed = 0.254° MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8" 14.00 7MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N o l(A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), sad duration factor=1.6 Truss designed for wind loads co o in the plane of the truss only. 7 N 0 oo f I 1111114 -/ -3x4 y y 1-00 IPROVIDE FULL BEARING:Jts:2,3.41 6-00 PRa JOB NAME : 5-A POLYGON NH - J2 -, `�� J 6tr� Scale: 0.6380 � f`,`���z� ' -'�{,}� WARNINGS: GENERAL NOTES,unless otherwise noted: Vit! Gll�(y�' 17 ri 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 ' .92 111�E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingl must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE is the responsibility of the ere 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y / po y �1or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /^'."fir m DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 411. '�*c�. /1 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. OREGON I SEW. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used In a non-corrosive environment, �„ /�. design loads be applied to any component, and are for"dry condition"of use. /.,++, •"q}." 20 s. -,.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 fabrication,handling,shipment and installation of components. necessary. P P 7.Designlaesassumes adequate one dthi face Isprovided.tru , ' I�,,, 6.This design is furnished subjebl to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center III 1111 VIII I I I IIII VIII III)III III 7PI WTCA in BCSI,copies ohwhich will be fumished upon request. git coincide cat with jointacenter lines. 9. Digits inside 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) hrES.12/31/2015 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF k1&BTR ILOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF kt&BTR SPACED 24.0" O.C. 2.3=(-99) 174 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) Connector late prefix designators: 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 p g LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net) psfl uplift at 24 'oc s ao cing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ •1'- 0.0' Allowed = 0.133" MAX TO PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0,339" 0-11-09 T 1' MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mphl h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. N O O V Of_. O O �� N O'`_" ► 4 -/ -3x4 y1 y y 1-011e 'PRDVIDE FULL BEARING;Jts:2,3,4j 6-00 JOB NAME : 5-A POLYGON NH - J1 ..,;(c,� PR t- os Scale: 0.6505 ll of WARNINGS: GENERAL NOTES,unless otherwise noted: /"47 4.!!! -y 1.Builder anWerection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' P-921 11 P E ('' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. "' „. 3.Additional*mporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the res rbility of the erector,Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d 8/22/2014 responsibilitybuilding designer. pabridging q gR ) ryweu(Bc). . 6001.* .- DATE: it the overall lure is the res onsibilit of the 3.2x Impact bdd in or lateral bracingrequired where shown++ 4.No load sh d be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON { SEQ. : 603 7181 fasteners ane complete and at no time should any loads greeter than .5.Design assumes trusses are to be used in a non-corrosive environment, Ih (� design loarh be applied to any component. and are for"dry condom n"of use. �r �, �t TRANS I D: 406556 5.CompuTw has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if 14 2 �to fabrication ndling,shipment and Installation of components. necessary. { 7.Design assumes adequate drainage is ed. ,�`'fi R I LA' 6.This design's furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl 11111111111111111111 TPI WfCAMr BCSI,copies of which will be furnished upon request. git coincidewith jointcenterche. 9.Digits Indicate size of plate in inches. MiTek US/1,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 I 11E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" I BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX IC PANEL LL DEFL = 0.011" @ 4'- 8.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cr o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o M-4x6 Truss designed for wind loads in the plane of the truss only. 01 0 98 liki 9. to Iii®rmm Lc) N s o M-1.5x3 M-3x4 M-3x4 M 3x4 y y 2-03-12 3-08-04 ), y > 1-00,, 2-05-08 4-06-01 y 6-00 0 11-09 (PROVIDE FULL BEARI Jts:2.4.9,5( 95_ PR JOB NAME: 5-A POLYGON NH - J7C � � 6'6` Scale: 0.2861 ` IZ zI ' 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,5? G• -59 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' 7,92$1 P E Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o,c.and at 10'o.c.respectively unless braced throughout their length by eilor DES. BY: EE is the responsibility of the eretbr.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or tl all BC. rNl! DATE: 8/22/2014 gRs ( ) the overall structure Is the responsibility ofthe building designer. 3.2x Impact bridging or lateral bracing required where shown++ +0 "Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON ((/ SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, o� A, design loads be applied to any component. and are for"dry full b on"of use. f,,++,, '1}r r,Q -"'�.. TRANS I D: 406556 5.CompuTws has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if c! 7 4, �, necessary. 44 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'f. 1:?F`k_'.,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II II II I III VIII I III VIII(III(III TPIANfCA in BCSI,copies of,which will be furnished upon request. git coincide with jointpate center lines. 9.Digits Indicate size of plate in inches. MiTek USA,IDC./CompuTfua Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 { 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-372) 267 6.8=(-39) 62 6.3=) 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3-8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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=L1240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed = 0.295" 5-11•09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5' Allowed = 0.290" . T f MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" s- -/ MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.007 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. nt M 4x6 4 „„ CO0 CO 0 Illhi ,.. ... ,. .... 0 /- innIt - MAI IIMWMA1 8 1,... �,,,_ M-1.5x3 c) 'M-3x4" M- x4 M-3x4 y y 2-03-12 3-08-04 1-OOy 2-05-08 _ 3-06-08 6-U 'PROVIDE FULL BEARING:Jts:2,4.8,51 JOB NAME : 5-A POLYGON NH !- J6C `0�' 6' Scale: 0.3244 ,Cr) ���azl �{� WARNINGS: GENERAL NOTES,unless otherwise noted: (.C,r G 11!7 T -7 "~Tru1,Builder antlierection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' `.926 6 P E (- Truss: ss: J 6C and Wamils 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. 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c,respectively unless braced throughout their length by 4r ~ is the res ability of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or tl all BC. ,,.+,4111 n the overall cture is the responsibility of the buildingdesigner. p c gCr s rYw ( ) '" OREGON n DATE: 8/22/2014 Mm P Y 9 3.Intmpaoboftus ior sthterelponsibiityofthewhiletiveo•a 7 OREGON [f[/� 4.No load shMrkl be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6037183 fasteners alle complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4--- -. NS? design loa.M be applied to any component. and are for"dry condition"of use. / 'Q�. fl S_. TRANS I D: 406556 5.CompuTm4has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 , ,,is., fabrication,$rondling,shipment and installation of components. necessary. {i T 7.Design assumes adequate drainage is provided. R i l.-�"' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ''IIII IN II'IIII 111111111 II III III TPI/WfCABCS',copies of which will be furnished upon request. Digit coincideiiwith jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USI(Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 L j 3 111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-372) 267 6.8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" T MAX IC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" /- -v MAX HORIZ, LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ, TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 441111 co co oco m 7/- ALMitill ---/ in 8 rAimmummix' (I. - 7 ' M-1"$x3 M-3x4 M-3x4 cx0 M-3x4 y ), ), 2-03-12 3-08-04 ; y 1, ), 1-00), 2-05-08 3-06-08 , 6-00 'PROVIDE FULL BEARING;Jts:2,4,8,51 �G�'`�'O PRO1c JOB NAME: 5-A POLYGON NH - J5C Scala: 0.3224 �t`j�f�7++}� jjfy�j_' q WARNINGS: GENERAL NOTES,unless otherwise noted: 4,5 ✓I+"'z I �f�"5'e -Trus1.Builder and erection contractoshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 0!.P E (- Truss: s: J 5C 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 ill Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the ereptor.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. rata 9(r s ryw ( ) DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +/� CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, OREGON 44, SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rf, ' Ar, ,�(,+ design loads be applied to any component, and are for"dry full bearing of use. 6,,+� TRANS I D: 406556 5.CompuTms has no control ov rand assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if c! 1 , necessary. p 1� t fabrication,handling,shipmen and installation of components. 7.Design assumes adequate drainage Is provided, R A 141" 6.This design is furnished subjeFt to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I II I(IIII(IIII(IIII'IIII'IIII IIII IIII TPI/WTCA In BCS',copies of Which will be furnished upon request. git coincide with jointain 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(Mack) EXPIRES:12/3112015 i IHH Ili This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-58) 82 7-6=( 0) 18 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2.3=(-150) 0 6.8=(-70) 98 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10,8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4' Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" T MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" A- -/ MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 VDesign conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 m h, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ti Truss designed for wind loads 0 in the plane of the truss only. v d. N O CO 0 Ailli A. =�8 tr, _ o ./- M-1.5x3 0 M73x4 0 M-3x4 M-3x4 A 2-03-1., 3-08-04 1-00 2-05-1- 3-06-08 6-00 ]PROVIDE FULL BEARING;Jts:2,4,81 JOB NAME: 5-A POLYGON NH - J4C 4R Ore -c` 5s Scale: 0.4172IZz/ - WARNINGS: GENERAL NOTES,unless otherwise noted: -y' r1�.�/f' 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 individualC . 'p G 72 8 11 F Ir tr Truss: J 4C and Wamirgs before construction commences. building component.Applicability of design parameters and proper 2.2x4 comprllaion web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. y.✓' ,,/' 3.Additional Illmporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f o, Is the respdpsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d all BC. �t�r+ n nher s . ( ) .+�' DATE: 8/22/2014 the overallllructure is the responsibility of the building designer. 3.2x Impact bridging or latera'bracing required where shown++ +* 1t 4.No load shIEld be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,q_OREGON SEQ. : 6037185 fasteners alt complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environments °fQ a,+D ,.C,`9 design IoarY be applied to any component. and are for"dry condition"of use. ,�n*,. 'r r�10 4 TRANS I D: 406556 5.CompuTmd has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if V 4, Qs�` fabrication,d andling,shipment and installation of components, necessary. f- 7.Design assumes adequate drainage is provided. �, RR IL 6.This design's furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill EMI VIII III]III INI VIII II 11111 TPIMIrCAA BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II'� 9.Digits te size of plate in inches. MiTek USA Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 i 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=1-58) 82 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-150 0 5-7=(-70) 98 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=) -14) 44 3.7=(-119) 86 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF 625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50° 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2i, 11 09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° 'I '' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159' -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196° M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" 14.00 v '4 MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does , 4 4 Niiii4 iii„i i..,' not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting in system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (,) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ✓ load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. u) .o c, 5 1111,111 Lo � o NMN M-1.5x3 �� I 03-3x4 M-3x4 1 M-3x4 y 1, y 2-03112 3-08-04 I I I I 1-00 ), 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING;Jts:2,4,71 re JOB NAME : 5-A POLYGON NH - J3C . a � (51 Scale: 0.5570 V i2 Z/ q '1' WARNINGS: GENERAL NOTES,unless otherwise noted: /+./ i! L.!!!�7' .ry 1.Builder and erection contracto'should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual • t.92 I f P E r Truss: J3C and Warnings before construe ion 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 lb Insure stabIlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY° E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(nC). ria DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -fir OR EGON j, SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /Ch design loads be applied to any component. and are for"dry condition"of use. /V..' ,,qq ^� s� TRANS I D: 406556 5.CompuTrus has no control oval' assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .r 14, �T fabrication,handling,shipment and installation of components. necessary. /li - (- 7.Design assumes adequate drainage is provided. "z, liFi,L..\„ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1011111111111111101 TPI/WTCA in BCS(,copies of Iwtilch will be furnished upon request. git coincide cwith jointacenter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(-30) 39 6-5=( 0) 8 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3.(-96) 0 5-7=(-43) 53 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33 ) 35 3-7=(-56) 45 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. f LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF 625 LL = 25 PSF Ground Snow (Pg) I'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 6253 Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 14.06 VMAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" • MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7" NOTE:Design assumes moisture content does F not exceed 19%at time of manufacture. #. o Design conforms to main windforce-resisting system and components and cladding criteria. M o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, cu (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factorul.t, Truss designed for wind loads o in the plane of the truss only. 5 _ _ O M o� /2 7 >-<m o .!� I'I M-3x4 o M-1.5x3 8/- g �o M-3x4 M-3x4 /, 1, ), y 1-03-12 4-00-15 0-07-05 1-00 j 1-05-08 4-06-08 1 (PROVIDE FULL BEARING;Jts:2,4,7I 6-00 • JOB NAME : 5-A POLYGON NH J2C g� 04 ,,'� F Scale: 0.6194 ?tiGJi2 �7 ! ( WARNINGS: : GENERAL NOTES,unless otherwise noted: ^�"/ l7' -17 J2C n 1.Builder an erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4- _II 921 I P E t " Truss: J 2 C and Wami 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. 3.Additional porary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l ' is the res Ibility of the erector,Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all C. ,�+r� DATE" 8/22/2014 the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . (t " 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. -ft OREGON (,fir SEQ. : 6037187 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -- A. ,�1x �, design loa be applied to any component. and are for"dry condition"of use. ,w, y 2. 4 TRANS I D: 406556 5.CompuTru has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 L1 fabrication handling,shipment and Installation of components. necessary. J� 1 7.Designlaesassumesadequateone drainageh is o truss, '+, Ll' 6.This desig�b furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center IIIIII 1 11 VIII 0111 lilt III IIII TPI/NTC SCSI,copies of which will be furnished upon request. Digit coincide with joint centerche. 9.Digits indicate size of plate in inches. MiTek USI,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-159) 91 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50° 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50' 0.31 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sfp l�lp-lift at 24 "oc s aco inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008° @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1" 3 MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1" NOTE:Design assumes moisture content does �) not exceed 19% at time of manufacture. 12 '� Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. o 1 o LO•,- o U) 0 CO 0 ,-,_ U ��- 0ll 0 2.- 4-m M-3x4 1 A- 1' y 1, y 2-00 2-00 5-11-13 'PROVIDEiFULL BEARING:Jts:2.4,31 0 PR Orae JOB NAME : 5-A POLYGON NH - SJ2 Scale: 0.4859 cap' G)t}N jjp,7y�-"; `5' WARNINGS: GENERAL NOTES,unless otherwise noted: '4t./ 2 1 r 2.2x4 compression sn c bracingshould be advised of all General Notes t.This design is based only upon the parameters shown and is for an Individual 1 . s 92 t I PE (- Truss 1.Builder and erection contracto Truss: SJ 2 and Warnings before construcjlon commences. building component.Applicability of design parameters and proper 111, p 'rust be installed where shown+, incorporation of component is the responsibility of the building designer. yX` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.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)end/or drywall(BC). NNW - DATE° 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vin nt� /'C�C� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -ria vn EGO `+J SEQ. : 6037188 fasteners are complete and at on time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4-- � 4., 4, design loads be applied to any component. and are for"dry condition"of use. �+' "t1 P. (� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 14, 2- �Q"� fabrication,handling,shipmen and installation of components. necessary.s - i t T 7.Design assumes adequate drainage is provided.. P A+I -4" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - III II IIIII IIIII III IIIII I III IIIII III IIITPI WTCA in SCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. i 9. Digits indicate size of platete inches. inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF CHB SPACED 24.0" 0.C. 2.3=(-90) 4148 14 2-4=(0) 0 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC0N0. 2: Design checked for net(-5 psf) uplift at 242oc soacing.l BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00[/ MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1" MAX HORIZ, TL DEFL = -0.000' @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads C. in the plane of the truss only. u7 N O O C) O/- r�J O MIME 0/- 211110- 1.1I 4► M-3x4 /- 01 ), - y y y 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME: 5-A POLYGON NH SJ1 ',, �`t.0 PR°' 0,� Scale: 0.6869 CJ GRN ./.6•7) WARNINGS: GENERAL NOTES,unless otherwise noted: l�7L G�/ ! -fir' I.Builder an4erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'a G/11PE {" Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 comprilsion web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 44111P .„, 3.Additional tlsnporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the resp�fsibilay of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d r the overall racing gR ) rywaN(BC). r DATE: 8/22/2014 pructure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONttIt 4.No load shield be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fN "�; SEQ. : 6037189 fasteners al complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- 1} design loa be applied to any component. and are for"dry condition"of use. f A. TRANS I D: 406556 5.CompuTm ttas no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 r 2 fabrication,bandling,shipment and installation of components. necessary. C�: 7.Designassumes atedadequate drhinace isprovided.tru , 'rl 'L^s R 1 4' 6.This desigr�Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center r'F 4- 11111111111111111111 TPI/WTCA 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(,Ina./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 t ryf 1/ n1t t IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=1 82 ) 64 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.3B KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Dezipn checked for net( psf)�plift at 24 "oc s aco ino.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" T - MAX HORIZ. LL DEFL = 0.000' @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting /- i3 4 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), it load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. N O c") d O CV O CV I in II II C,) o� 2X ->-05 -/ 0 1 M-3x4 M-1.5x3 A y y y 5-05-12 0-03-12 k y 2-00 5-09-08 0\0 PR D,+`; JOB NAME: POLYGON PLAN 5A NH - H2 � S Scale: 0.6156 //1 xf } WARNINGS: GENERAL NOTES,unless otherwise noted: *���'yy J-C3'E 17 H2 r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an mdmdual T•G 4 f tD i..- r Truss: f 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Addalonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rte. 2'o,c,and at 10'o.c,respectively unless braced throughout their length by A,ier •` DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,w+'+ DATE: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! C• No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGONt. ././././././4 .SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;. -.7 N 4, design loads be applied to any Component, and are for"dry condition"of use. /1� 'II, nL(} �'.�.. TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 6' assumes full bearing at all supports shown.Shim or wedge if L/rAy� fabrication,handling,shipmeht and installation of components. 7.Design sumes adequate drainage is provided. 4",� 6.This design is furnished subjrcI to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I III IIII IIII IIII TPI WTCA in BCSI,copies o which will furnished upon request. git coincideictwith jointain inches.9.Digits indicate size of plate in inches. c nn MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) E�{PI RES:12/31/2V 1 J 11 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0,00 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QDND. 2: Design checked for net(•5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2" 4.00 MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind 3 loads in the plane of the truss only. 0 v Cr N r O Ell wall OV -' 4 M-3x4 I k ), ) 2-00 2-07 SOD PROF " JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7786 r (p�/jai NE' / WARNINGS: GENERAL NOTES,unless otherwise noted: 4C ` " • ir� 1II ' u 1.Builder anderection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C !9.2451Ii"E 1.-- Truss: '' Truss: 171 and Warni before construction commences, building component.Applicability of design parameters and proper 2.204 compr islen web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. fyX' 3.Additional'temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i is the resp�srbility of the erector.Additional permanent bracing of continuous sheathingsuch as I od sheathing(TC)and/or d all BC. lA' r DATE: 9/3/2014 Mn bracing ( $ the overall cture is the responsibility of the building designer. 3.2x Impact bridging or lateral required where shown++ 4.No load shield be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37OREGON 44 f SEQ. : 6048199 fasteners complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 'f! A. design to be applied to any component. - and are for"dry condition"of use. f/�, ''� r Q .. TRANS I D: 407311 5.CompuTrum has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c! 14, �' necessary. /� Ft A (} fabrication aAendling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. L» 6.This desigrils furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111111 VIIIIII I III II I III III I II I IIII TPI WTCA BCSI,copies of which will be furnished upon request. lines Indicate with jointacenterlines. 9.Digits Indicate size of plate in inches. r tnqq MITek US4 Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 !3112 V 15 I L