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Plans (427) OO 66( lot61 5u..) M Tek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B 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:R41832522 thru R41832537 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. ��gt3 PROpFss E4,GIN4-4, /0 8 • 2PE �' m �4T ti OREGON �qI 'Po X41 ER A'` 4 ©S A. Heck 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. Idat MiTek' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B 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:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. yZON10p, 6 4963'9 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5B R41832522 P1_14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cHTKdJc1VpmObb IRPgo7B0ohg07S71HOPDhOfzOQTa 1 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 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 e - e No / - \ \ O O / - \ N e e 13 12 11 10 �i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 9-11-9 I 10'1111 111-3-1 1 1 16-4-12 9-11-9 0- 0-7-6 5-0-3 1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Eduel,[11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y ONTO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 !�' WEBS 6-10-316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9-1636/0,7-10=0/1105 {r��4y� "YG P NOTES f •,>,. 1)Unbalanced floor live loads have been considered for this design. = r` l t-3 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/FPI 1. 7� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 O-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1 49639 447 be attached to walls at their outer ends or restrained byother means. >ASTfs t, LOAD CASE(S) Standard 4f; 0 ,s,. .3 PROP 40 tiNGI N - l.0 2 870221E �f- N y �-5, OREGO 9(,-. 4i O- A. HE EXPIRES:06/30/2015 April 22,2014 e e ®WARNTTFJ-Verify dexignparamcsrsxadREAD tTT€S OfdMIS AMMEMO HTTEKREFERENCE PAGE Hf17473;es 1125/24)/4S BEMUSE pat Design valid for use only with Mtlek 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 buss 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■��e . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding F}J( fabrication,quality control storage,delivery,erection and bracing,consult ANS1/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 14 Southern.Pine(SP unnSaes Is rpec.ifsed,thFz#ttigsts'ak'es are.Alsase cxNesxiwe 054/01/24015 byAtSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Referencefootonall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3922 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY4U1igfdfJ7uFCIZU 7B2fOY183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 f Q3 1 1 2-3-0 I 1 1-2-0 I I 1-0-5 I 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x6= 4 5 6 7 8 9 10 • ® e • c c / e c / N e o a e e t 17 * 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8.Edael,f12:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) y' ONTO RJ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ©� pTf WA 811/4, TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=1002/0,6-7=1002/0,7-8=1099/0, G 11+ 8-9=1099/0 - ' Yom r� '� BOT CHORD 16-17=664/0,15-16=-1294/0,1415=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 111 c� �" O' 1 WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=960/0, ":7 IIII 9-12=0/379,3-15=0/856 NOTES ,c)'4 ,, 49639 O4 1)Unbalanced floor live loads have been considered for this design. Q 4bIS 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. %,Ohlt� ' CS 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-Pi 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. 6)CAUTION,Do not erect truss backwards. <<-, 0 PR opes LOAD CASE(S) Standard '\`3 4NG1NEq sip, .44 • 870 2PE: .4„,f 7 SAT OREGO 1 Q. 0 aER '' 4S k He. EXPIRES:06/30/2015 April 22,2014 t ®WARM Ja. enlydelign paramEmrs wpd READ POTS CM?3MZSAftACME)MITIKf#EFERMiEPAGE Kr.7473sev..1,129/20146ES}9£tf5f Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ® Frei('Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BXB 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 intim-them Information the€n Pine )tvmber isostrecified,tthe Institute, 7ua ses are those Street,Suite tive /Gsf 2S�A22314. Cillos Heights,CA.95610 Job Truss Truss Type 'City Ply 5B PLI4-90UP F03 Floor 13 1 Job Reference(optional) R41832524 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-Ygb42?eH4RO6gv8gYgiHCc57kT4EwrFaT))inSYzOQTY I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 23 4 5 6 7 8 w o o N N Y = ler' 1 12 11 10 A 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131-9 111-5-9 I I 16-7-4 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl 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 Inc- YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , ' ONtcr TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 0 OV , 9 NOTESI' ' � , a 1)Unbalanced floor live loads have been considered for this design. — f N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 toy be attached to walls at their outer ends or restrained by other means. rd ¢m 'cit 639_0 z.v LOAD CASE(S) Standard L,4, 4bis 02 -40NAL P' c`� r1V PR 0 pr. �Nr~ GINFR 't' 870 2PE 9< u) cv ro y fi-0i, OREG N (p t/ 0`s A. He 4 EXPIRES:06130/2015 April 22,2014 4 .IJ-Wayde_=iyn paranx 6rs acid READ WM'S ON THIS Ale Name)MIMIC REFERENCE PAGE MI7 7473 rec it<a/2034 BEMUSE USE it, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � � .. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine fSPI lumber it specified<the de .eatciax are 1a2/va elfrsttvc 06/331{2£8.3 byALSC Job Truss Truss Type Qty Ply 56 R41832525 PL14-90UP F04 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 15:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYOs9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_20QTX 2-3-0 I 1-411 II 1-2-0 II 1-0-9 I 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 I' e e e 77. 44444444441444 e e / o o \`! 1:-I'N -e e e 1. 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 143-11 I 13-1-11 18-7-01I0-7-0 I 13-9 9 13-1-11 Plate Offsets(X,Y): 112:0-1-8,Edgel,[13:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(rL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, {} t" ONIQ 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 Ir+P BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 O WAS 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, E,a ti • C 6-13=-860/0 7 '{' r r O� 'd: NOTES i� 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. d 4.`,y':r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. • 49639 ` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0k ,4),.., ? be attached to walls at their outer ends or restrained by other means. L —IONAL P' LOAD CASE(S) Standard 4 PROF es �c `1�� GINEFR 6'10�-", `:t- 87022PE r- 1" N y 04>, OREG N 4.5) "A00c�'�j$EP A SA. HERN EXPIRES:06/30/2015 April 22,2014 a e A K'ARNM-Verify design paramemrsand READ ATTESONTHIS ANL mom HITS(REFEREPK37 MIL 7473ss1e28/26UBEM WE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not thus designer.Bracing shown MiTek' L�T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI�IQr k° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding k- fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,051-89 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 S.nuthers+.Pine OP)lurs tents specified,rheaesice eater are a lo cve 0001/2117.8 kr"MSC Job Truss Truss Type Qty Ply 5B PL14-90UP FOS Floor 9 1 R41832526 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczw0szX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS31zQQTV 1-3-0 / 1-1-1 li 1-2-0 li 2-4-15 i 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 454= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e _e a`\ /` o e f'- r AN � + a e 9 e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 356 FP= 355 = 3x5 = 4x6= 3x6 = 355 =- 355 3x5 WB= 15-7-9 I 14-5-9 15-0-91 I 20-9- 14-5-9 7-0 7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,(18:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max-Comp./Max,Ten--All forces 250(Ib)or less except when shown. r7 0:: : .O 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, •tom 13-14=-3519/0,14-15=3519/0 ,t Q X17, 'Y 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, ' l 0 j 19-20=0/3519,18-19=0/3519,17-18=0/1990 1a,„ 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, tV 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, be. t ' 12-20=0/1057 NOTES r11. dQ , 49639 9 4r 1)Unbalanced floor live loads have been considered for this design. ''., 0ISTER' 2)All plates are 1.5x3 MT20 unless otherwise indicated- 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. SONA1G 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. ��0d PR OP� , LOAD CASE(S) Standard �� G1N -.c.- tri© V. • 87022PE p�' ca N �y �A• TOREG*Ntipw Os He EXPIRES:06/30/2015 April 22,2014 *ARNI,M.a-Verify® rty de srynraametarsanffFAIfRSO<`{1NISAN&3:5y3EEfllfl3EKF€FE1sFNPA6€ fZ?:T3€ezIJZ$f2IddMUT RISE a Design valid for use only with Mick 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 shownle . is for lateral support of individual web members only.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.For general guidance regarding MiTek fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Crlteda,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 ft 6outhern.Pine ISP)lumber is specified,the design u'aucs arethese e6actitre 06/61/241j3 by.A.SC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 58 R41832527 PL14-9DUP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQN I 1-4-0 I 2-6-0 3 I 1 1.5x3 II 2 3x4= 1.5x3 II Scale=1:8.7 I 0 111 1IphII N _ 11 ti .l� "� —J 141 5 ril 4 3x4= 3x4= t11-8_81 1-81 4-1-0 I 1 8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ltd 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 lncr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. 0'1—NIo , NOTES ©a7 Ob WASX `� 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. CJ cf G'Q 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. It-' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 a--k,`' ', N be attached to walls at their outer ends or restrained by other means. / LOAD CASE(S) Standard t t �'o 4, 49634 ''stONAL.06 '.ti4�0 PROF R Op 45 c1N � /01- 87022P; t" y �-0 OR GON cy� O k9 A. Cb HE P EXPIRES:06130/2015 April 22,2014 i t A WARNING-YerFy dattyn;araram6lrs and READ AGT€5 ON nes AmPLC€f)KIRK REFERENCE€4tiGE Hu 7473>73 n=e.J,2912L'sSJ1R£tfSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. `p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the `��TeK° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB f fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/IP11 Quatfy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SafelyhInformation availabte from Truss Plate Pine}Sp}turrstaer is specified,the deituteuatuux&ra ttsasa abb.—nin3e 42,Alexandria,VA . Citrus Heights.CA,95610 06/01/2013 btAL5C Job Truss Truss Type Qty Ply 5B PL14-90UP F07 841832528 Floor 5 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-ve0z5tiQuzeOwg0eLOlSvfozjUmsbG8Jd?PY8Iz0QTT 1-7-12 1-8-15 1 1 1-2-0 11 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 • '4141111114 N O N e e 19 "E-' 17 16 15 14 13 i 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 11 3x4 = 3x4=- I I 1-10-12 2 17-5-4 1-10-12 0-1-8 15-5-0 I Plate Offsets(X,Y): f2:0-3-0,Edge1,18:0-1-8,Edgel,f13:0-1-8,Edgel,f19:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udell 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 Inc: NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown � ° TOP CHORD 1-2=0/670,2-3=950/312,3-4=950/312,45=-2192/0,5-6=2192/0,6-7=-2379/0, d2 WAS 7-8=2379/0,8-9=1741/0,9-10=1741/0 °,1 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, '4 /, v 12-13=0/909 s G 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, "'` LV 4-16=0/641,417=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 ilk.f ,- NOTESi �' ?, 1)Unbalanced floor live loads have been considered for this design. '96 q Itt" 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. .f. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S'10A -e6 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. �� ,'D P R OFFS The design/selection of such connection device(s)is the responsibility of others. ts' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,`Co (j(N);- ,g /O LOAD CASE(S) Standard N "7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00702PE f Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) Vert 1=304(F) ,, y �4>, OREGQ f,� W 'SSC, �/SER 1� .' ? A. HET' EXPIRES:06/30/2015 April 22,2014 A ®6 ARW.Y-Year design pararners and READ 1C7ES ON MIS AM INCLUSED i4iT€f BEFEREMI PAGE Ma 7413 res 1,1251261$DE E iii..� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITele fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,051.89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Sule 109 Citrus Heights.CA,95610 1VSautflem.PissefSol cumber it specified,theed, a design values areMasa effective 136/)91201:8 by MSC Job Truss Truss Type Qty Ply 5e R41832529 PL14-90UP 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 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOISvfo4nUv9bNVJd?PY81z0QTT 1 2-6-0 10.5-10 I I 1-2-0 I 1-4-14 Scale:3/4"=1' 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 II 1 23x4= 3 4 53x4= 6 -,. e ......,7777,....._ -...- O N ..--- \---- ° 3x4= 1`,'I9 8 354= 3 3x4= x4= I 3-1-2 3-?-10 3-9-10 1 4-4-10 416-? 8-6-8' I 3-1-2 0.1 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,f9:0-1.8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (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. y' ONTO zy� TOP CHORD 2-3=732/0,3-4=-732/0,4-5=732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 & OVWAsl4,,, y, WEBS 2-10=736/0,2-9=37/269,5-7=718/0 S. 4-)f,„, t i -,.. NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. li 'p( 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 1j 96 9 G be attached to walls at their outer ends or restrained by other means, ftp GIS c LOAD CASE(S) Standard $10 .0 ``P4ctiNG]E�,g P/ C� 874 2PE 43 9 co_ y 'oj, OREGO /c ltt �C©,448ERA� � A. Helok a EXPIRES:06/3012015 April 22,2014 r ®6€S/£N14SNerdy design yaranxtsrsand READ NOTES ONTHIS AND mama MINK REFERENCE PAMf17473rex 1;18/20TUBEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and a for an individual building component. .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafIfboathem Pine ISP).lumber s3Tiett,thelndesigos 7varu�es areethheseet.fueff cctive Oir/O3 f33 by AL2 4. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B R41832530 PL14-90UP 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 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0.56 I I 1-2-0 1 I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II J e , • e 4 Np N d C � V C e s e ke 98 7 6 1.5x3 II 3x4= 3x4= 3x4 = 1 3-0-14 3-2- 3-96 1 4-4-6 1 6-2-8 1 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(XY): f4:0-1-8,Edgel.18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. r. ON1O 46, TOP CHORD 2-3=-362/0,3-4=362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 aCj '-/ A"WEBC W.- S 2-9 456/0,4-6=424/0 S O ��G :; O?9t. /co „, '‘,. 1)Unbalanced floor live loads have been considered for this design. — N 2)Refer to girder(s)for truss to truss connections. 114. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 7r 4)This truss is designed in accordance ith t e 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rs) 9639 t 5)Recommend 2x6 strop backs,on edge,s aced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ",6 Gi5'TO- LOAD CASE(S) Standard S'/ON L G 4.tiR\ PROpFS Nf` �cNGiNE •9 /9 2 't' 870 2PE r' (P cv y S GREG N cv lU E'1'43ER \� ' A. -4E EXPIRES:06/30/2015 April 22,2014 8 8 ®own-4'erfydeui7rzpararrrsrsandOlin IFS C74THIS AMiINCLUDED Mir(REFENNM.EPAGE ma 7413src1,25/2414BLS1VfSil mu]- Design valid for use only with Mick 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 }] ee,F, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding AAITe14` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus He IfSouthem Pine{SP)lvankaa is actfiest.thedesigszcaisnes we these effective 068811,12013irfMSC rghls,CA,95610 Job Truss Truss Type Qty Ply 56 R41832531 PL14-90UP F10 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 15:39:30 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-rOWjWOjgQau6A AOSoKw 4uKNIS83Cjc4JufCez0QTR I 2-3-0 I I 1-7-11 I I 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e c e 40/000000. o N ` 9 / e e ee e ' 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 )0-7-0110-7-0 I 13-19 11-1-11 Plate Offsets(X,Y): 16:0-1-8,Edclel,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.t&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) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y ONTO N. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=2434/0,5-6=-2434/0,6-7=1775/0,7-8=1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 a (? w WEBS 7-11=417/0,2-15=1416/0,2-14=0/910,4-14-380/0,5-13=274/0,6-13=0/820,8-10=1112/0,8-11=0/1049 Ca3 'w Q k k., fl. LT NOTES N 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. 41 t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1149639 be attached to walls at their outer ends or restrained by other means. 0, . 1jGISmit--- LOAD CASE(S) Standard SENA v � ..,c, r R Q��st. 870 2PE (>3 N �'y O'Od OREGO (t 1- '' �0 4ER i'� } SA" H' EXPIRES:06/30/2015 April 22,2014 9 4 A WARM-Verify desianrarame€euost READ ROTES C,#nits rnsZiif.MED MINK R€FEAEEPATPAGE Pf113413rnx1;'14/2914£ BEf Design yard 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 responsibility of the t1iTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,001-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafetyN Southern uux 11sernmPi Pine 5R)v timbresble isfrspecified,theTruss Plate�nstitute,design. 7aa sereethose effective te 312,Alexandria,VA 22314 . Citrus Heights,CA,95610 ctive 66/O1f2O13 byA Job Truss Truss Type Qty Ply 56 PL14-90UP F11 Floor 2 1 R41832532 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-rOWjWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JurCezOQTR I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 -... ___\\ o 0 o 0 N O N e 1/ \ 9 e a 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 3-^?-10 3-9-10 I 4-4-10 4 8-3-8 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,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , tONIO TOP CHORD 2-3=-761/0,3-4=761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 CC'I/ 4 WA j�j ! lbw` ' NOTES / k: 0 ,t ttl 1)Unbalanced floor live loads have been considered for this design. � fi3 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. t r III 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 ' 44963x, J be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '4k, �� 0 'kJ ,NG(N� 9. /0 - 7 87022PE (17"461.4. 4 -7SATOREGO 2Q i -7, io, -0), 't `' A. H'- EXPIRES:06/30/2015 April 22,2014 4 4 A immix-Ve%'f deszyn paramet is gad READ NOTES ON THIS AAS INCLKEDMID('REFEREN2 PAGE XII 7 473 sr•¢1179/2014BETMEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 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 !Mel( fabrication,quality control storage,delivery,erection and bracing,consult ANS1/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Carus Heights,CA,95610 if Sarah-ern Pine ) + l-ts 'a£the designs aura are..these effective ce/181/2&AS..3 by Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczw0SzXl UY-JD46jkklBu0zn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 II 1-2-0 ii 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 o e e e I N - e e e 1k 1 Jt 14 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-510-,13 11-3-131 1 16-5-0 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(KY): 110:0-1-8,Edoel.f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. "0N1O "'4, TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=-2549/0,6-7=2549/0 yWAS +� BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0 O ,s Y 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 fiX I A, CrtO 1 NOTES 1. t-41)Unbalanced floor live loads have been considered for this design. / 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 49639f be attached to walls at their outer ends or restrained by other means. 'VGjSTE LOAD CASE(S) Standard �4 8±10 .00 mac,.' V'tNrE�R �0�9 87022PE < / to y °ATOREGO el,,..,41/ '4?O1 '')BER .% 4 A" HE4 EXPIRES:06/30/2015 April 22,2014 I 1 ®FARM/ .Vedtf design pram mrs;Ai READ fti0TES ONARE AND DOMED iffIERPHEREM PAGE#Ff7:73 recI;29j2C15BECRElf5E 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 Mire"( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/1711 Qua6ly Criteria,DSB-89 and SCSI BuOding Component 7777 Greenback Lane,Suite 109 SafelySavailable from Tiuss specified,the deesugnnel3�ares efeecttve06/01/2013 by MSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 56 R41832534 PL14-90UP F13 Floor 8 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzQQTP I 2-3-0 I 1 1-411 II 1-2-0 Il 1-2-5 I 2-6-0 I Scale:3/6"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ci n eQ Q o \ N / G 1<j.. a e e 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-11I I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edgel.113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IO 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=-2556/001 BOT CHORD 15-16=0/1564,14-15=0/3297,1314=0/3200,12-13=0/2556,11-12=0/1731 a of 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, -3t 6-13=-853/0 A* '�`f�. G,.j; 7. y • kk.,. NOTES f 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. ..7T 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1_ rd ft, �} 49639 Q 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. #ST m LOAD CASE(S) Standard xNAG P R ?FF%, Nssc� GEF / c`� C - -' -t `fi' 87022PE r' 04 547 -P S ER #\ - 4C A. HRP EXPIRES:06/30/2015 April 22,2014 4 Af7ARNI Ve t*sign parameters antREAD ICIFSOfdNIS AND MIMED MITEK:/tFERIM'EPAGE KKfit7473m.1/25/2614PEFO4Et/SE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �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/TPI1 Quality Cr9eda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1fSauthesn Pine(SPJ Cumber mer is specified,the deeign refit,.are'Mose ettertive DS/01/2013 beACSC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXlUY-FbBs8QmT4VHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 i '-'• e _ — a.41.40000040440440444 _ 0 N o ° 1 111 10° 9 eL] 354= 3x5= 3x4= 1.5x3 II 3x4= 8-2-9 18-9-9 19-4-9 I 12-0-12 I I &2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8.Edoel,110:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl 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) -011 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. o' ONTO N. TOP CHORD 2-3=1397/0,3-4=-1397/0,4-5=1183/0,5-0=1183/0 �AV BOT CHORD 11-12=0/887,10-11=0/1518,9 10=0/1183,8-9=0/1183 Q 0� N.j,� WEBS 2-12=994/0,2-11=0/571,4-10=443/3,6-8=-1277/0 C' $' 1► C o ' O1, t' NOTES C4 1)Unbalanced floor live loads have been considered for this design. 1 ., 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ?" 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 1649639 G be attached to walls at their outer ends or restrained by other means. Q� 'tooS e aY LOAD CASE(S) Standard �A`SQ11It1I <<- 6'0 PROFS $ • 2PE a CV y �- OREGO ti' 1v �0 - SER 4\ P SA. Hec EXPIRES:06/30/2015 April 22,2014 F ®CANT 3-"ledtydeaiynparamemnani READ MESON TM.'SAND INCLUDED MINK REFEREMEPAGE HIT 7473mn.2,/225/X0148ff0 k/SE mil 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the buildingTe14° designer.For general guidance regarding t fabrication;quality control,storage,delvery,erection and bracing,consult ANSI/TP11 QuaBly Criled°,DS6-89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 IfSafely Sauatrrm Pill* ° ) is specified, deInstitute.781 3 are tsseneeeSuiteeffective 06/0112013 by 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J .: 0 7 ) > ) , X A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "*` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 oloNto 14, NOTES 94 ��WAS/7A', \\\44" t x 1)Refer to girder(s)for truss to truss connections. 'Y 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' / " '0 rj 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 co y titi be attached to walls at their outer ends or restrained by other means. — N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. ;r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). P 49639.,c) , ,.......1„ 9639 ` tGISTOL LOAD CASE(S) Standard ,(,, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �flNALG Uniform Loads(ptf) Vert:4-5=10,1-3-100 Concentrated Loads(Ib) Vert 2=-188(F) ,0 PROpF c� Ss �c�GINF 9 i° 4 87022PE { F''''1‘..; 'v y -0j, C REGCO, tiQ Q41 �/-1 ER � & A, He- EXPIRES:06/30/2015 April 22,2014 t A W.4RN1MS-Verify deggn rarametors a nit REAP hO ES 0/F 7ffIS AND MCILCED 747SFK REFETEF,t"i PAGE Mil.7473 res.0912t31SBEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. m Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M11��C` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYf fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qually CrIeria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inform:Mon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine OP}lumbar*is specked,the design values are theta effective 05/03/2/01:5 byAf SC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 e v s 0 N 1_,( 9 e 8 e 3x4= L1 U�( 3x4= 3x4 = 3x4= I 3-2-10 13-9-10 I 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edgel,f9:0-1-8,Edcrel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ON10 44. 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=0/7710fi WFj WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 {J Af„ �r"1C7 oA `QO NOTES "�' I to 1)Unbalanced floor live loads have been considered for this design. f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i'' 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 ''6� 49639 / '4 ` be attached to walls at their outer ends or restrained by other means. t 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. 47, +ISTfs- The design/selection of such connection device(s)is the responsibility of others. S1ONALI Vs 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 _co, PR OFF Uniform Loads(plf) ti O Vert:7-10=-8,1s=so �,�5"' NCS{N;EFq �%, Concentrated Loads(Ib) Vert:11=169(B) 4t- 870 2PE 'r— N cti yV(‘ ' N .-0),OR EG N (l,� 4 *P0443ER A\ ' p1/49 A. i4 EXPIRES:06130/2015 April 22,2014 t ®immi M'3-Verify design parameters asd READ?/)IFS ON THIS AND IMAM£fl)€A KI ''REFERENCE NAE K4T7 7473 rt:a 1,/28/ZSI411E08ELSSE 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 s�� + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 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 If Southern vine(SP1 acnArer h cifed the atedge agues are thole e4testrve 06/O3,13O1.3 byALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury =Mr Dimensions are in ft-in-sixteenths. h? Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0 1 -/16„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I _ abracing should be considered. 2 r U A4 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c» C6-7 cs 6 designer,erection supervisor,property owner and plates 0 'nG' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in, Indicated by symbol shown and/or res by text in the bracing section of the SYP represents values as published spelcifiedects ,equal to or better than that by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing if indicated. with effective date of June 1,2013 spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings prior 16.Do not cut or alter truss member or plate without (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NEMINF reaction section indicates joint MIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1.111w 18.Use ofteen or treated lumber may environmental,health or performance risks.Consult pose lttwt I.-=--.1h Industry Standards: project engineer before use. ANSI/TPI(: National Design Specification for Metal Mil 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. mre ke BCSI: Building Component Safety Information, i 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 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). I O 4.\ vi Ziltrvl"4 ' ` cs ti'1 ir 0 P ) 40,1 IF 4., i4.--0 . ri ,.,cificli-te-IN41", .,,, - *lbi �' ioNa - J VItft, r i'3 6/4/I//I. Yell l S ; 31l 111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3. 4=(-2717) 1165 11-12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912 966 11- 6=(-7B5) 486 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0' 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -276/ 1775V -226/ 226H 5.50" 2.84 KDDF625 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178' @ 20'- 0.0° Allowed = 1.954' MAX TL CREEP DEFL = -0.330" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19`-k AT TIME OF MANUFACTURE. T T T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads /- 5 -Ar in the plane of the truss only. M-5x6(S) M•5x6(S) 31' 0.25" 0.25" /0000.1 �9. 9,r co o0 +P M-1.5x4 co c, Ah\110041%114111444114,41,4104,.....M-1.5x4 0 ci -3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) > 1, y i' y k y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 oFe JOB NAME : POLYGON PLAN 5-6 NH - Al Scale: 0.1552 ��'�'..'s '61 WARNINGS: GENERAL NOTES,unless otherwise noted: 41 17 1.Bulkier and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual (C a�f�}•® E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters end proper ° 2.2x4 compression web bradng must be installed where shown f. incorporation of component is the responsibility of the building designer. +/,// 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. ,r�,,we, 4 the overall structure is the responsibility of the designer. 3.2x Impact bridging lateral required where a shown 4.« ( ) `T ` DATE: 7/11/2014 n ar building ll P g9 bracing q ! t 4.No load should bem letsappied to any component any after all bracingaand 4.InstalDesign a of es r Is the re to be ility I the respective a rectoc 'fr OREGON A(4 SEQ. : rJ 992]91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, � design loads be applied to any component and are for"dry condition"of use. j .Q), GO .moi TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 1 4 �P fabrication,handling,shipment and Installation of components. necessary.s /� 6.This design Is furnished to the limitations set forth 7.Design assumes adequateodrainage is provided. FA ` 1,. IIIIII II II II II II IIII IIII VIII III IIIIsubjectby 8.Plates e located on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center bines. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER-1FORCES 08Al2-/Cq=1.00 LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR . 3=( 0) 42 2.13=(•1422) 2608 12- 3=( 0) 291 SPACED 24.0' O.C. 2- 3=(-3048) 1745 12-13=(•1422) 2605 3.13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231) 2235 13- 4=(.102) 534 LOADING 4- 5=( -597) 766 14-15=(•1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -481) 778 16.10=(-1447) 2608 6.15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8.(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=1 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1,5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (bon). LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. [COND. 2: Design checked for net)-5 osf) uplift at 24 'pc spacing.' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0,001" @ 0'--10,0' Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606° MAX LL DEFL = 0.001' @ 40"- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5" 17-11-11 4.00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES l' '. f ,- NOT EXCEED 19"s AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-0000.05 4-03-03 6.05-04 7-03-04 Design conforms to main windforce-resisting -03-06 1' '( ' T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.5 6,00 5 M-3x8$ ; Q 6.00 Truss designed for wind loads in the plane of the truss only. M-4x6 _ M-4x6 r6r N M-5x6(S) $ '` M-5x6(S) ..e• 0.25' o) 3 0.25" r? +. + cc M O C7 1 d 12 13 4 T 15 1 6 i o o M-3x8 M-1.5x4 M-3x8 0.25' M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1 y J, b y 1, 1, , y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 ,, )- 0-10 40-00 0-10 JOB NAME ; POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 `G..(0\ GpNox�ss WARNINGS: GENERAL NOTES,unless otherwise noted: 1r! "T �A 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual ,� . C v I-- Truss: AH7 and Warnings before construction commences. building component.Applicab lily of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,+''' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 441100.0" the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)s and/or drywall(BC). r. . DATE: 7/11/2014 Po ty 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON Cr. SEQ. : 5992792 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" \. design loads be applied to any component and are for"dry condition"of use. , ,.�de �, '�, TRANS I D: 403334 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 1 4 � ' fabrication,handling, necessary, ��"' ty shipment and installation of components. 7.Design assumes adequate drainage Is provided. "�.R I I.-`" V 6.This design is furnished subject to the 6Mtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +�rt I IIIIII II II VIII VIII VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center Pries.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Digits indicate connctor 10.For basicplate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13. 4=(.267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=) 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series (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 = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 f ( '' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2 d-03-0 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M-4x6 5 7 T M-4x6 12 M-3x8 6.00G7' .6 M 5x80 6.00 M-5x8(5) v 0.25" 0.25" 0 M M o O o 1 - 12 m.13 14 l ' 15 16 s1 i o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) > .L y L 1, 1, ), 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6Scale: 0,1547 ecoGINE- .. s,/�A,� WARNINGS: GENERAL NOTES,unless otherwise noted: G{{C3 �1 1.Build Bulkier and motion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' _.J. Nis,pp E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 6 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2'pc.and at 10'o.c.respectively unless braced throughout their length by �' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ". DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* d Ct SEQ. : 5992793 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 Ili fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive f \ orrosive environment, ... 'V' b A design loads be applied to any component. and are for"dry condition"of use. / '9}' 2P -}- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If Q 14, necessary. �'ltC'Firy(1..`„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4 rr'Si 14... 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111 TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointaIn lines. 9.Digits ndsize of plate to inces. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IBCMAX MEMBER )FORCES 40-/3°) 0).20 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 3=( 7)) 42 0-10=(-9313) 2619 10- 3=( 0) 2918 WEBS: 2x4 KDDF STAND 2- 3=(-3057) 1165 10-11=(•933) 2616 3-11=(-534) 368 3- 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5.13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 I 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24'0C UON, FOR LL = 25 PSF Ground Snow (Pg) 7-14°) 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -247/ 1775V -155/ 155H 5,50" 2.84 KDDF ( 625) Connector plate prefix designators; 40'• 0.0" -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0° Allowed = 1.954° MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" 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), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, Truss designed for wind loads T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M-4x6 M-3x8 M-4x6 a 6.00 M•5x8(S) M-5x8(S) 0.25" v 3 0.25" cp oo. .v r,. c-) o co o 1% 10 1 1 1 13 14 ►-+\ o o M-3x8 M-1.5x4 M-3x8 ) .25" M-3x8 M-1.5x4 M-3x8 cs M-5x6(5) ) ), ), y y 1, y 1, 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , ,, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �a R�7lEt-F�S'S WARNINGS: GENERAL NOTES,unless otherwise noted: Tps. -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 CZ. aAS10E Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibilty of the building designer. ,,r 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at „r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,......e- ar . '� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992794 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, /f7, p W TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /^ '4/� 14 120 AT fabrication,handling,shipment and Installation of components. necessary. V,}I �n {�i 7.Designlaesassumes adequated drainage isbus,provided. n { V 6.This design Is furnished subject to the Gmitadons sat forth by B.Plates shall be located on both faces of buss,and placed so their center �'T 4- I IIIIII 1101 VIII III I IIIII VIII III 1111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request 9.lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate In inches. 10.FFor basicicate size connectorple a design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=)-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- Sc) 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=)-3285) 1508 16- 8=) -32) 304 8.10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=S-2812 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 42 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE 60.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) '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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.273" @ 20'- 0.0° Allowed = 1.954' MAX TL CREEP DEFL = -0.495" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00.10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09� 5-01-12 5.01-12 �2-10-09 4-07 5.01-08 oad duration factor=1.6, k T Truss designed for wind loads -03-03 03-0 in the plane of the truss only. 10-00 10-00 12 M-4x6 5 M-5x6(S) 9 M-4x6 12 6.00 M-36x4 7 y0.25" M-36x4 g 4 6"00 //I"\/,\ o M-1.5x3 M 1.5x4 co co O /- v 1 ( T +d .Xa ,3 17 o 1M-3x8 M-3x8 105.25" 0.25'1 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1, /, /' ), ,1 ,1 , > 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 5�<t N s, Scale: 0,1547 /t) WARNINGS: GENERAL NOTES,unless otherwise noted: ,,,..C..? // 1 1 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual •C� Gh I$ E r" and Warnings before construction commences. building component.Applicability of design parameters and proper ,y Truss: AH 4 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. +�J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility otthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathln C and/or d all BC. DATE: 7/11/2014 rtingsheathing(TC) ) /1 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ zo SEW. : 59927 95 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A,OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, g.0'.o• , 4, Z�4, `y design loads be applied to any component. and are for"dry condition"of use. Q 14, = TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6 Decease assumes full bearing at all supports shown.Shim or wedge If ,gyp fabrication,handling, ry. rR Ar-� 1 shipment and Installation of components. 7.Design assumes adequate drainage is provided. ' �+r7 n�F-l"" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate o Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.13c(-1012) 2587 3.13=(-138) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-3022) 1237 13-14=( -974) 3183 13. 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14-15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 18-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6.15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(.2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 0 7-16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9-16=(-269) 899 10.11=(-3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 DS j uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 9-11-11 i"( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "( load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 12 M-4x6 M-5x6(S) M-4x6 12 /_ 6.00 V M-?x4 6 0.25" M- x4 8 a 6.00 i k o d. M-1.5x4 /\/\/- o-1.5x4 0 3 u7 M O t7 /- /- o 1 d 1s "4T �4F 1s �2 0 o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 y y M-5x6(S) (S) M-5x6(S) (S) y , , 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 01481 40\'' eSs, „, WARNINGS: GENERAL NOTES,unless otherwise noted: C 1- 44., 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.® E17 Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7LLG iii 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l,,/:, r 4, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 'Cr SEQ. : 5992796 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. -", �\ TRANS I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q �' 14 2 �� fabrication,handling, necessary. �f' ,ry shipment and installation of components. 7.Design assumes adequate drainage Is provided. •.v/C�R ry I�� Sl IIIIII III VIII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center i n lPl/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 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 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2854 3-13=( -13) 272 2x6 KDDF #18BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13.14=(-2120) 5340 13- 4=1 -309) 975 BC: 2x6 KDDF #18BTR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50" 2.84 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net1-5 asfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19`1 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4- 03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads -05 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 6.00 [7 4.0" Q 6.00 9 5 44001000, o M-5x6/ M-36x8 M- x8 M-5x16. 161-3x4 3x4 O -+J- M-1.5x4 -. 4- ILII CD N 0 /` o a 13 14 T 15j6 17 18 o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 1, /, =M-81, )(5) =M-8x8(S) (S) /, 1, /. y , 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 `x`44.03 pN r0 Scale: 0.1481 ) WARNINGS: GENERAL NOTES,unless otherwise noted: ;47:1111111 ,4::: t. 1/ I -v1.Builder and erection contractor should be advised of aR General Notes 1.This design Is based only upon the parameters shown and is for an individualTruss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 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 construction2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their le th byDES. BY: BS s the responsibility of the erector.Additional permanent b acing of continuous sheathing such as plywood sheathing(lC)and/or drywal�C).DATE' 7/11/2014 the overat structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /'�(� `� SEQ. : 5992797 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON Q, `t fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, y4.. ''4 a �� design loads be applied to any component. and are for"dry full b ari of use. +6 �)'' 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.andarassumes on bearing at all supports shown.Shim or wedge if �� fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. �'`-'RR 1 L••� S•+ 6.This design is furnished subject to the Rmltations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofplatete in inches. MiTek USA,Inc./CompuTrus puTrus Software 7.6.6(1 L)-E 10. onFor 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 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 2x6 KDDF #1&BTR T2 (Non-Re PI 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4-( -390) 2390 BC: 2x6 KODF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=) -752) 4772 6-15=)-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9.10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'0C UON. FOR ADDL: BC CONC LL+OL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix desi rotors: 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector pa (or no sg BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) ( prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc epacing.I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOADS EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0' Allowed = 0.083" ( ) 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0' Allowed = 0.111" 9" oc in+ Laterally brace to roof diaphragm. 9" oc in 1 2 rorows) throughout 2x6 botthout 2x6 om chords, MAX LL DEFL = 0.401" @ 19'- 6.0' Allowed = 1.954° MAX TL CREEP DEFL = -1.255' @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T '( f in the plane of the truss only. X3.00-122-10.15( 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 p 6.00 17 M-4x6 Q 6.00 4.0" /- 8 "h( o M-5x6 M-3x10 M-3x10 M-5x16�� M•3x4 5 s 7 o M 1.5x4 �' __ i _ a� u; o +cri + "y Lal B ; M 3X6 0 12 13 ��1-4 15 116 17 :1 o o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 O M181-1S-7x14(S) ** M18HS-7x14(S) lir 841# 1384# yy 1, y 1, y 1, 1, /, g,-19 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 1:71,p JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0-100 pN op Scale: 0.1481 �- G R / WARNINGS: GENERAL NOTES,unless otherwise noted: 2 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 �� !.210 �1, Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). " the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ 40 it SEQ. : 59927984.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, I D: 403334fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, F t* 4J design loads be applied to any component. and are for"dry condition"of use. '\ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /O •1' 14, 2° t�,`.�"• fabrication,handling,shipment and installation of components. necessary. s!)''' '� '- 7.Design assumes adequate drainage is provised. 'b n) .1•- V 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R n 11111 1101 1111 III I VIII VIII 11111 III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12 112015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=1 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24°0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 0 23-13=(-1134) 2838 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= -2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0" 10.0' 13.14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,MIBHS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'• 0.0" -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICON. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5' 2-09 4-05-12 4-05-12 -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f 1' T Design conforms to main windforce-resisting 12 M-4x6 M-63x4 10 M•4X6 12 system and components and cladding criteria. 6.00 5 7 M-13x8 M-3x4 1 4 6.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4: .,...,, v M-3x44 ..-/". M-3x4 inuss thedplaneeoffor thewind trussoads only. 0 r•••-• %M-4x43 o N o M 3X8 ` � M•3x8 0 ern 8� v 1 - 5 16 17 18 �' g2 a _,- 44,0 o o M-5x8 M-3x4 M-3x8 M-gX6 20 0.2b� M-3x8 M-123 5x4 0 M-3x4+ M-4x10 M-3x4+ 1.B9 - M-5x6(S) - 2.75 12 12 09-1 J, 2.05-0y 4-05-12 4-07-08 1-08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0-10 y )' 14-04-08 25-07-08 ,( y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 �c,�¢ GIRNE-s/ WARNINGS: - GENERAL NOTES,unless otherwise noted: 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4��. ! � ��'r buildingcomponent.Applicability of designparameters and proper `� E and Warningsrbeforewebracing mustn commences. Po PP ty 9 P Truss: AH 5 CDesign assumes e the opent is the mspo dto of the ally designer. 2.2x4 compression web bredng be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at DES. BY" BS 3.Additional temporary bracing to insure stabilty during construction T o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,, . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 401Z"" 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. "q 4y OREGON SEQ. : 5992799 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses Cre to be used In a noncorrosive environment, 4 't 2�1d`�A, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q ^l 14 r "ail necessary. ML:R R I V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i+7 rl 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center IIIIII II II VIII III I VIII VIII II II IIII IIIITPINVTCA in BCSi,copies of which will be furnished upon request. sgit coincide with joint aetnr nche. 9.Digitsi ndtsize of io 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 EMIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10.21=� 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4.151-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.181 0) 0 15- 5=(-337) 989 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16.18=( -812) 2776 15- 6= -640 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6-16=�-161) 492 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3077 1172 21.11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50' 2.84 KDDPECF625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0° -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) (GOND. 2: Design checked for net1-5 psfl uplift at 24 "oc ssacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2' Allowed = 1.954° MAX TL CREEP DEFL = -0.466° @ 16'- 6.2° Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 - .' Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 T-01-05 1 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-04 T T T T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 6.00 M-4x65 M-4x6 Q 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- x4 M-9x8 M-ix4 y 6.00 load duration factor=l.6, _ Truss designed for wind loads - in the plane of the truss only. M-3x4 v 4 181-3x4siN. o + 0 rO %M-4x4 3 co N o M- 3x8 M �o 0 13 14 M 3x4 M-3x8 1617 18 lr9 20 2i � 2o M-3x4+ M-5x6 M-4x10 0'25 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ -.2.75 1.89 M-5x6(S) 2-09-12 12 yy12 y y y 1, ), ), ,, y p-05-0$ 4-05-12 4-07-08 1y08-0 6-03-06 6-01-04 5-05-04 6-01-08 ,, ,, 0-1 2-05-08 11-11 ,2-00 23-07-08 0,-10 ,, y 14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 �<<X GIN/y 'S WARNINGS: GENERAL NOTES,unless otherwise noted: T .^ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual {,�w` . Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper + 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,+, DES. BY: BS 2'cc and at 10'cc.respectively unless braced throughout their length;y ,v� A� ~ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. ,,...400. , ,,+"'+0°R , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . 14 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992800 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, F� p . TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ��,}' � } 2c ty� fabrication,handling,shipment and installation of components. necessary. �5 {,�T� 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequateatedon oc drainage isprovided.truss,an ��r-a'1: I IIIIII IIIII IIIII IIII IIIII IIIII III IIII IIII by 8 Plates shall be located both faces of truss,and placed so their center +7 tl 4 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 8.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For oibasicts iconnectocate size rplf ate design values see EOR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3.(-4158) 1779 17-18=(-1262) 3045 17- 4= -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18.19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22.23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1838 23.15=(-1108) 2440 19- 9=1 -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=) 0 0 22-11=( -80) 536 OVERHANGS: 10.0' 10.0" 13-14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13.23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083' 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" 1' MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3.01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" T T f f '' T T T MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' 2-01-12 2-10-04---0--;i8-05 2-01-12 5-04-05 Z-03-03 3-10-08 1' 4' ' 4' ' ' 4' 1' 4' T 4' 4' MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8 00 T T 8-00 f DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 17* M-3x4 M-3x412 "'6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x65 7 M-1 5x4 9 01.125" =M-14x4 M-4x6 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 y�� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v 4 M-1.5x4 load duration factor=l.6, o M-1.5x4 + 4 Truss designed for wind loads ui 3 in the plane of the truss only. ✓ M M-3x8 "mem ArtIlk/ o o 1 18 20 21 "� x ^1 o O o M-5x10 M 3x8 M-6x10 0.2 M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 - 2.75 1.89 - M-5x8(S) 12 12 2-00 5-06-12 6-04-04 1-00.1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-101, 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 1, 1, 1, 1, 0-10 40-00 0-10 • PR JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0,1400 `5��GINErRs, WARNINGS: GENERAL NOTES,unless otherwise noted: Gym...„.1„,02.1.(t�rw-�' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3Incorporation of component is the responsibility of the building designer. �s"' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �" 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'a.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ,- NIPIP.- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 7Z 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. -S7 OREGON <G! SEQ. : 5992801 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, ji! 1� design loads be applied to any component and are for"dry condition" of use. '''/� '7 2-. .\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if V 14, necessary. C�IiRr1.-\'" fabrication,handling,shipment and installation of components. 7.n Design assumes adequate drainage is provided. C 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in SCSI,copies of which will be furnished upon request. Dsigs coincide with joint center lines. 9.Digits indicatesize of platetin Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF 0/16BTR SPACED 24.0' O.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3. 4=(-3725) 1463 16.17=(-1145) 3656 4-16=) -192 258 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=) -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17= -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=(•2515) 1026 19- 9=( -182) 104 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=1.2908) 1076 5 0.20= -84)30 224 OVERHANGS: 10.0' 10.0" ) 20.10=( 27 536 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13.14=( 0) 42 10.21=(-1427) 518 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11.21=( -266) 918 C,CN,CI8,CNI8 (or no prefix) = CompuTrus, IncBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 POI uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.354" @ 21'- 8.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0,111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 �,3-01-07 1,3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 T Design conforms to main d windforce-resistingladding system and components and cladding criteria. 2-08-08 2-08-05 -01-1 12 M-3x4 M 5x6 S 12 Wind: 140 mph, h=21,2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, 6.00 M-5x6 ( ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 5 M• x4 M-1.5x4 0�5" =M-4x4 M-4x6 D 6.00 load duration factor=l.s, 7 8 y 10 1 Truss designed for wind loads M-3x4 0 ME n in the plane of the truss only. 4 T M-1.5x4d•0 M-1.5x4 M-3x8 NA co ooEV 1 rte- 1 M510 1i7 �..�. . 4- -- ' oo O M-3x4+ M-3x8 1 8 1 9 M-6x100.25� 21 M-3x6 M-3x81 0M-3x4+ M-4x12 M-5x8(S)1 89=-- .....n 2.75 12 yy 12 y ), ), y y y -0 5-06-12 6-04-04 100-12 9-03-04 8-02-04 7-06-12y ),210 , yy 0-1A 2-00 11-11 ,2-00 1 y 1 24-01 Oy 10 13-11 26-01 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 �`-- 0 WARNINGS: GENERAL NOTES,unless otherwise noted: - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual �. /J -� Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper `^ [EL® C 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designee / DES. BY: BS 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ /► Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such asvely unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the respons b ity of the buildingdesigner. continuous sheathing such plywood sheathing(TC)and/or drywa8{BC). y ; 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f.ir . SEQ. : 5992802 fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' OREGON , TRANS I D• 403334 design loads be applied to any component. and are for"dry condition"of use. 4 N, �� ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O T)'' �� -. fabrication,handling,shipment and installation of components. necesery. �{' vyP 6.This design is furnished subject to the irdtatlons set forth 7.Design assumes adequate drainage is truss,a •v{ r-y ry I y.�' V 1101111111111111111 by 8 Plates shall be located on both faces of and placed so their center l i rl! TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint Doter tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 190.FFor basiits c connector plcate size of ate desigate in n values see ESR-1311,ESR-1988 P e (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #18BTR T2, T3 2- 30(-10036) 3504 14-15=(-2800) 8048 3.15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #18BTR LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0' V 7- 8=(-12464) 5012 19.20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=1 -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250,0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8.19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0' 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at ICOND. 2: Design checked for nett-5 gsf) uplift at 24 "oc soacing.l 9' oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chards, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chards, MAX LL DEFL = 0.000° @ 0'--10.0" Allowed = 0.083" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565" @ 18'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX IL CREEP DEFL = -1.074° @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" 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=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T Truss designed for wind loads 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5.06 2-10-15 3-00-12� in the plane of the truss only. ,7320# 320# 12 12 M-7x8 S 6.00 V M-4x10 (") M-3x10 M-5x6 a 6.00 4 M 5x8 =M 6x4 M-4x4 0.�5 y Q c � %M-4x4 # � y "' M-1.5x4 tl8'') o mo M-3x10 `i /Qa, -' �: -� 01C. /-o o 1 X14 15 16 17 19 20 ..-.r,3 o M-6x8 M 4x10 =M-4x4 -M 10x10 18 0"25 M-4x10 M-3x8 0 8 8 M 3x4+ M18HS-7x14 M-3x4+ a 2.75 M 3x4+ =M-8x8(S) M-3x4+ 12 2.75 0 1, 2-11-041 1, 12 , y ), ), y -05-0E 4-06-12 4-05y2-00), 9-02-04 9-00-08 5-04-12 y y Oy 1p 2-05-08 11-11 2-00 23-07-08 yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 „,,,V PR Opz, <Os '46' Scale: 0.1548 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �C/ / -5' `Trus1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual �' 7.0210 t E 1-- 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 responsifmy of the building designer. �„+' 3.Additional temporary bracing to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ryty 2'o.c.and at 10'o.n,respectively unless braced throughout their lennggtthh by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON It 4.No load should be applied to any component until after an bracing and 4.Installation of buss Is the responsidlity of the respective contractor. �T tri SEQ. : 5992803 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, ,, '�S;Q 2N"�� design loads be applied to any component. and are for"dry condieon"of use. Q y 14 6.Design assumes full bearing at as supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �`'' R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -^ I�-\"". 6.This design is furnished subject la the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In I,copies of ch lines coincide with joint center Ines. IIIIII II II VIII VIII VIII VIII VIII IIII IIIIMTe INVTCA SA InCJCompuT 5'Software 7.6.6(1L)-Ell .6.6(1 L En request. 10. In inch . DFForr basiciconnectorofplatelatdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIA IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" TC: 2x4 KDDF Mi&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing. BC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main d cladding sisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M16HS, or = MiTek MT series Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, losed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 12 6.00 Q 6.00 HM-4x4 f— 3 0 0 N m 2 4 o� w 4 -I o o� 1 0 C. -/ , 0 M-3x4 M-3x4 ,1 y 0-10 9.06 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6)87 �, �GMT�Fss,A- WARNINGS: GENERAL NOTES,unless otherwise noted: T "v 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 tis 16N. ® E Truss: Cl end Warnings before construction commences. building component.Applicability of design parameters and proper GG 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsitity of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1g'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(rC)and/or drywall(BC). rr'; ,,, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ai et 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 4 SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �J design loads be applied to any component. and are for"dry condition"of use. L�, „� P+� {+� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q } 14, `j^ fabrication,handling,shipment and installation of components. Designneessary. /14 /3F110-.°' f,, ,,.yp 6.This design Is furnished subject to the limitations set forth 7. latesassumes adequate onne dthifac a istrus,provided. 14 /31115 . VV 1111111 II II IIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located both faces of truss,and placed so their center L TPIIWiCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late In inches. 10.Fo basic connectorits Indicate sizeof plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(•252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7. 4=1-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(•1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) P P 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net1-5 osfl uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'-•10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8' Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19`k AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting ( T 5 03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. 1 f f T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, 6.00 M•4X6 Q 6.00 Truss designed for wind loads 4,0" in the plane of the truss only. 4 :i M-1.5x4 I M-1.5x4 0 co co o FiC1 -44 7 0 M-3x4 0.25" M-3x4 M-3x4 M-5x6(S) 1, I I I 7-00-03 6-05-11 7-00-03 I 1- I 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 �� G)NE 16 WARNINGS: GENERAL NOTES,unless otherwise noted: •T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CZ" .7 j' a a E 1- Truss: �c' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. mss' 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2' braced atly sheathing such as plywood sheathing(TC)andlor drywall(BC). "„*mm",, DACTE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! SEQ. :. 5992805 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. YL OREGON�� X71/ 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. /O �)'' 14. .O Q� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if �! necessary. L�f^� f fabrication,handling,shipment and installation of components. 7•Design assumes adequate drainage is provided. -r'7 R r 1.•�- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center fines. IIIIII El 11 VIII 111 VIII VIII 11111111 MTe USA,lnCJCompuTrus I,copies of whISoch ftware 7.6.6(1 L)E ll be furnished upon request. 9.O ForDigitsbasic iconnector indicate size platedesign INW-CA In e in values see ESR-1311,ESR-198e(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3.5=(0) 214 2x6 KDDF#1&BTR Ti SPACED 24.0" O.C. 2.3=� 0) 0 5.4=(-123) 424 BC: 2x4 KDDF#1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S..IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50' 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 :WI uplift at 24 "oc spacing.) M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000' @ 11'- 0.0° Allowed = 0.083' MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = •0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007° @ 13'- 2.0" Allowed = 0.291" M,M20HS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003° @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, -1 1 f Truss designed for wind loads 12 -=M-4x4+ 12 in the plane of the truss only. A- 6.00 D - i 6.00 M-4x6- ui 0 Lo M-3x4+ m 0 1 co r. v 1, M 3x6(S) M-3x6 y M-1.5x4 M-3x4 O y 11-05-08 15-09 4-09 1, ), 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 ,5°9;i65:64)('2 scale: 0.2992 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , , DATE: 7/11/2014 the overall structure Is the responsibilityof the building designer. continuous sheathing such as plywood required ing(TC)and/or drywall(BC. ,......"Warr . 9 9 3.2x Impact bridging or lateral bradng where shown++ /1 Cr 4.No load shouldarec bem appl�te an to any component any after all a bracing and 4.DeignaInstallation of es trusses is the re tonsi used in respective contractor. •,�G1641; �OREGON� .,f, S EQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, c/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. PS 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge If Q 144 4 T` fabrication,handling,shipment and installation of components. necessary. ry. A 6.This design is furnished subject to the limitations set forth 7.Plates shall be assumes adequateatedon drainage Isprovided. "Vit^-�PRO"' TPI/WTCA in BCSI,copies of which will be furnished upon quest. 6 linesecoincide with joint centerboth tNoess of truss,and placed so their center < R 11111111111111111 MiTek USA,Inc/COmpuTfus Software 7.6.6(1 L)-Z 19.0.For ib siciconnectorplatetdesign values see ESR-1311,ESR-19138(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 2.2=(•570) 11342.5=(-40) 429 429 5.3=(0) 265 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-574) 1 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) OVERHANGS: 10.0' 0.0" LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.] C 8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'-•10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5" DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00� I1M-4x4 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. � A- 3 4 0Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1111114 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load durationnfactor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 f") 0 C') M C) O VV c:/- 1 5 40 ** o M-3x4 M•1.5x4 M-3x4 y y y 5-10 5-10 J, y y 0-10 11-08 P Op- JOB NAME : POLYGON PLAN 5-6 NH - E2 Scale: 0.4999 `c,��G N +��p WARNINGS: GENERAL NOTES,unless otherwise noted: 4.5,- "4� �,j ON �': 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 `J 4•��••""E I-- T r u s s: E 2and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterallybraced at 2' and at 1n'hin respectively unless braced throughout their lenggth by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywen(BC). `� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v* OREGON �L/ 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. q_ S E Q. : 5992807 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, Lr, ,9,9 2�'� `'� design loads be applied to any component. and are fsr"dry condition"of use. ©- 1' 14.." P 6.Design assumes full bearing at all supports shown.Shim or wedge if /�,,� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ill ... fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII Jwhich will be request. MTe USA,lnCCOmpuT S Software 76.6(1L)E lines coincide with joint center lines. 9. indicate of plate Torr bascccnectorplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 COND. 2: Design checked for net(-5 gsfa uplift at 24 "oc spacing.' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 C,CN,CI8,CN18 (or no pprefix) = CompuTrus, Inc PSF M,M20HS,M18HS, Or = MiTek MT series Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to ComuTrusabl 5-10 5-10 complete specificatiionse end detail for T T 12 12 6.00 HM-4x4 a 6.00 3 M 0 co 0 C') c') 2 4 Of 0 � NI- CD L O/— 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 o 0 M-3x4 M-3x4 y y 0-10 11-08 y y 0-t0 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 ��. . NO, s, WARNINGS: GENERAL NOTES,unless otherwise noted: "V C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual . �;• r �1,,. Truss: E l and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). ,.r+'rwa� I�, DATE: 7/11/2014 P b g 3.2x Impact bridging or lateral bracing required where shown++ _10 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992808 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°G 49 P X21/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 91, �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 � IA- fabrication,handling,shipment and installation of components. Design ass essary. AI \- 7.Design assumes adequate drainage Is and 4/ 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,aplaced so their center I IIIIII VIII VIII VIII VIII VIII VIII IIIIIIITPI/WfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/ 015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 12=) 5-125) 101 1.4=(-54) 72 2-4=(-187) 169 - BC: 2x8 KDDF #1&BTR ) WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625 Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 POI uplift at 24 'oc soacing.l ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4' Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2oHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HOAIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ....11111111111111111114111 Truss designed for wind loads in the plane of the truss only. M O R O o/- 11WEA JI a/- ► ** 4 M-5x16 M-3x10 y 1, 1, 5-08-04 0-03-12 1, 1, 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD �c. • INE' /, Scale: 0.5462 WARNINGS: GENERAL NOTES,unless otherwise noted: 57 / A- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 '' !46 0 E 2,9r Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ayr" 3.Additional temporary bracing to insure stabikty 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: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). r t - DDATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lift '`C SEQ. : 5992809 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 ^Y fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �f, � 2.°N � �` +'�. design loads be applied to any component and are for"dry condition"of use. © 1✓ 14 TRANS I D: 403334 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 �p necessary. �^c�t�tt y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +'?R 1 k-`'- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. Digit rindicate nd cat with joint aIn Ines. ( s.Digits and Date size of plate in Inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF I11&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 WOOF #1&BTR WEBS: 2x4 KDDF STAND LOADING 2.3=( 10) 5 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. 0'- 0.0' -170/ 881V -41/ 104H 5,50" 1.41 KDDF 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ) 625) will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 osf) uplift at 24 °on spacing"I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TO PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2' .' .' MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR6(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Cr) O .4- 0 O C3 Cr) III ill / o� _®°Iiiiiii :.11 0 M-5x16 M-3x10 ** .i y y 5-08-04 0-03-12 ,1 y 6-00 JOB NAME : POLYGON PLAN WARNING5-B NH - F2-GIRD GENERAL NOTES, Scale: 0.5462 CROF " GN spa unless otherwise noted: F9 /11 2 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. '91,- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper LLLE 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibiity of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,' continuous sheathing such as plywooding( and/or drywall(BC). /; , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired wheree shown shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /l,,CC ,, SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. �1, c/ design loads be applied to any component and are for"dry condition"of use. I., ,�r oi, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 A fabrication,handling,shipment and installation of components. necessary. �{,, T 6.This design is furnished subject to the irritations set forth 7.Design assumes adequate drainage is Provided. '�/�' 4y'y III IIII VIII 111111111111 III VIII VIII IIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center Fillit-N"in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E size of late in Inches. 10.For basicicate 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 8'- 8.9' ICOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. VON. LOADING Design conforms to main windforce•resisting 10 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = .0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. Gable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. 1 1' 1' 12 12 6.001;7. Q 6.00 IIM-4x4 3 I I f--- cm GD 0 N 4 M o/— — - .4- 0 NI-0 0 0f 1 i%iiriii/hili///iiiiiiiiiii/iiiiiiiiiii////7/iiiiiiriiiiiiii/iiiiii 0 0 M-3x4 M-3x4 1, 1, y 0-10 8-08-15 0 Fe JOB NAME : POLYGON PLAN 5-B NH - G1Bale: 0.6079 \� 'tG(N s/ WARNINGS: GENERAL NOTES,unless othervrise noted: �.t r -x 1.Builder and erect on contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual $11 G 1 Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibilty of the building designer. PIF 3.Additional tempora bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at N 9 ty 2'o.c.and at 10'o.c.respectNety unless braced throughout their length by �° DES. BY: BS is the respo,lGlity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `� C/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,/�OREGON `V SEQ" : 5992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �4 "7 1� design loads be applied to any component. and are for"dry condieon"of use. '�©' 14 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Designa assumes full bearing at all supports shown.Shim or wedge If AP fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 4$7:1 "E"R RIG'- SJ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITRIM/ICA In BCSI,copies of which w ti be furnished upon request 9 lines coindde Digits Indicate sizejoint plate Inrinches. cente10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see E5R-1311,ESR-1888(MiTek) EXPI RES:12/31/2015 11 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 29 22 -4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2' 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0" 58/ 140V 0/ OH 1.50' 0.22 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. ICOND. 2: Design checked for net1-5 psi') 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 = 0.005" @ -1'- 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1' Allowed = 0.303' MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0' Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Lo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , Truss designed for wind loads o in the plane of the truss only. M-3x4 oti u, M - - 0 oA- 1 2 4>� -/ y y y 1-02-04 (PROVIDE FULL BEARING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 g�cc,' ALAS/ , WARNINGS: GENERAL NOTES,unless otherwise noted: ]/�'""T 'p I± 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 a a P E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper LL r 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c. ' and at 10o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j`r, rr. . ' ^ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, .y, t k design loads be applied to any component. and are for"dry condition"of use. '\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .0. */), 14 r 2. necessary. IN fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R MIA- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII IIII VIII VIII VIII IIII IIIITPI/WTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Goes 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 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 LOLO v-,-- 000r IIIIIIIIIIIIIIIIIIIIIIIII 0 N 2 V) _ffli 4 M-3x4 y 1, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G2 scale: 0.7728 �c��"„o) P os. s,67 AA. WARNINGS: GENERAL NOTES,unless otherwise noted: . (// E .Y'Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual �' /it/ $$wwI- G2 and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: Incorporation of component Is the responsibility of the building designer. / 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �'” 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „ , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). yr DATE: 7/11/2014]] the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ /'�p /�'' SEQ. : rJ 9.7G 3 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 41 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, ,G. 1b k TRANS I D: 403334 design loads be applied to any component. and are for"dry condition”of use. /Q 'q}'' 14 �� 1`� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. R rl 1 tis fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - i rl 4 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointae center lines. 9.DigitsIndicatesize offplateIn 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 I IIIIIIIIll IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3= •10 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 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) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'• 1.5' 37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625j M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing"I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408° BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" 6-07-12 0-05-12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" MAX HORIZ. TL DEFL = 0.000° @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 t NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t --/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. uo co 0 cm n Of- cp I- 1 G.- �4 M-3x4 M-1.5x4 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5566 `��,��GpNo,ressf 1 0 WARNINGS: GENERAL NOTES,unless otherwise noted: CJ ,ill T . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual }, ` E I-- Truss: G4 and Warnings before construction commences, building component.Applicability of design parameters and proper LLL h 4 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et +^ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where shown and/or drywalkBC). 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ``. SEQ. : 5992814 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGONk, k TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © -Ail✓ 4" 2.0 ^,- fabrication,handling,shipment and installation of components. 4•71 necessary. `Y., 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. 1y(�� Ili II II VIII III I VIII VIII Oil 1111 IIII by 8.Plates shall be located on both faces of truss,and placed so their center n TPINVECA in BCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FF9. or basiits c connectocate size r plate design late in nn values see ESR-1311,ESR-1968 P 9 (MiTek) EXPIRES:12/31/2015 11111 11 1 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" )GOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mpht h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 l7 1- 0 41111111111 0 N 1 O� ch MI 3 M-3x4 y ,1 5-01.08 D pRpF `S'ipj JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: O.B25B ,a GINE ,,�, c, WARNINGS: GENERAL NOTES,unless otherwise noted: �"t .�! "Jr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I))® E Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabiF during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry H 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „0, 4411000w :•. ,f' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON tr.,/ t. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q- SEQ. : 5992815 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, '. .7,9 ��"4 y, design loads be applied to any component. and are for"dry condition”of use. O y '�, , qy"T` 6.Design assumes full bearing at all supports shown.Shim or wedge if ,t4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. `'!` ry`y k,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. + A Y 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I ch will be lines e with joint center lines. 11111 VIII 1111 1111 VIII VIII VIII 1111 IIII MTe USA,Inc./CompuTrus INVTCA in BCSI,copies of 'Softwarefurnished6.6(1 L)-Z request. 0.FForrits basic connectoroplf e a design vate in alues see ESR-1311,ESR-19811(MiTek) 9. EXPIRES:12/31/2015 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.8=(0) 0 BC: 2x4 KDDF qt&BTR SPACED 24.0" 0.C. 2-3=(-366) 181 3.4=(-259) 116 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2° -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net1-5 ssf) uplift at 24 "oc spacing.) 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 7 ,, MAX TLMAX CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133' MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" sl MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 '- system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, 4 r Truss designed for wind loads o in the plane of the truss only. M-3x6(S) 0 0 3 1 M O V' 1 = 8,s -/ O M-3x4 ), y y 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Jts:2.8.3.4.5.6.7 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: Q.2814 ° `"GIN°'s, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual Cu,( ' ® E �r' 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. + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateralty braced at ,r err+" DES. BY: BS2'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 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q corrosive environment, p4. �. ,�tx A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 'lie ' A^1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if © /4," i`k- fabrication,handling,shipment and installation of components. necessary. ili 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `"� IIIIII IIII IIII III I(IIII(IIII(IIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. 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 I'IIIIIIIII'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF 625) ICOND. 2: Design checked for net(-5 safl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111" d MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads "I in the plane of the truss only. M-3x6(S) O PQ' rn 3 co O 1 7,, - 8 M-3x4 y y y 0-10 6-00 11-11-11 :t r JOB NAME : POLYGON PLAN 5-B NH - J900 P R°Pe 0 Scale: 0.3077 `�<‹ N .9 WARNINGS: GENERAL NOTES,unless otherwise noted: 1;0 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 tx�' ±12 A 0 E f^' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. + 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at47 DES. BY: BS is the res nsiWl of the erector.Additionalpermanent bracing of 2•o.c.and at 10'o.c.respectively unless braced throughout their length by 4^ po aY n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.. 4tmma., DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. -7 OREGON 1i, SEQ. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, I- 4j 1d` k design loads be applied to any component. and are for"dry condition"g use. ''' 'q,+ 20 ..�,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes"dry full bearing at all supports shown.Shim or wedge if ' 14 1��5 fabrication,handling,shipment and installation of components. DesignDeas. 'E V P P 8. laesassumesadequateneothi faces eistrus,provided. )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 111111111111111111 TPINVTCA in BCSI,copies of which will furnished upon request. git cdicae with joint centerinches.9.Digits indicate size of plate in MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(•287) 142 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-184 79 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-108) 58 DL ON BOTTOM CHORD = 10.0 PSF 5.6=( -44) 20 OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF plate prefix BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C Connector8,CN18 (or no prefix) =designators:CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5': .2' 0/ 67V 0/ OH 5.50" 0.114 KDDF ( 625) 1 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625` !COND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004' 0 15'- 10.9' 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" I) DESIGN ASSUMES MOISTURE CONTENT DOES ' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 6.00 12 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;l load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. co 3 0 CO 0 o 1 M-3x4 1- 1, 1, y 0-10 6-00 9-11-11 [PROVIDE FI B AKIN ;Jts:2 7 4 5 of JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 \`�''R �N Sip WARNINGS: GENERAL NOTES,unless otherwise noted: ? // '7' V �. 0 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 ,�{j/)/ E/ 9 Truss: J8 and Warnings before construction commences, building component.Applicability of design parameters end proper �w .yL • E 1' 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibiity of the building designer. , �/ DES. BY BS 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ld is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood where)and/or drywall(BC). „,,,.r"r ., 41,411111.** 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "" OREGON ``, SEQ. : 5992818 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 TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. + 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 cessary fabrication,handling,shipment end Installation of components. Design ass �1'� �yQ. 8.This design is furnished subject to the limitations set forth 7.Design assumes cried onne drainage is provided. �` ry � SVJ 111111111111111111 by 8.Plates shall be located bath faces of truss,and placed so their center +T R TPINVTCA In BCSi,copies of which will be furnished upon request lines coincide with Joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or basiits ccate size connectortdesi inches. n values see ESR-1311,ESR-1988 plate9 (Mirek) EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2-6=(0) 0 BC: 2x4 KDDF p18BTR SPACED 24.0' O.C. 22 3.4=(-148) 161 TC LATERAL SUPPORT <= 12'OC. VON. LOADING 4.5=) -67) 31 BC LATERAL SUPPORT <o 12"OC. VON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50° 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 625) 13'- 11.7" -.51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397' 5 -/ MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 4 system and components and cladding criteria. hf 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 v in the plane of the truss only. 0 3 r cD 0 o 16►. 0 M-3x4 . ), y y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING•it , 6 4 0 PR JOB NAME : POLYGON PLAN 5-B NH - J7 ,,C? � GNB y0, Scale: 0.3795 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �w 7 02e,•® E �r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be installed where shown+, incorporation of component is the responsibibty of the building designer. //'/ 3.Additional temporary bracing to insure stabirity during construction 2.Design assumes the top and bottom chords to be laterally braced at Po2'o.c.and at 10'O.c,respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* ��GON b, �� 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. �/_ SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosiveL environment, 'If 2 ., y, design loads be applied to any component. and are for"dry condition"of use. /Q- �' 14, .0<�t.' 6.Design assumes full bearing at all supports shown.Shim or wedge If '�- `'`S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessa r fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. i R F) `- 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 110111111111111111111111111111111 IIIIIIVIIIVIIIVIIIVIIIVIIIVIII(III(III iwhich request. Mre USA,Inc./CompuTrus Software 7.6.6(1L)E 9. indicate of plate For basic nnctorplte design values see ESR-1311,ESR-1988(MITe10 EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -38) 18 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7' -19/ 46V 0/ OH 1.50" 0.07 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 esfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11,9" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.050° @ 2'- 11.9" Allowed = 0.596" ° MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6,001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 v Truss designed for wind loads o in the plane of the truss only. 1( co c+) o,‘- v c,,,,_ 1PLMM 6 l'"'"=----"' -/ 0 M-3x4 * ,l * * 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6,3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J6Scale: 0.4200 . GIN OPeoS WARNINGS: GENERAL NOTES,unless otherwise noted: 14.7C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t� .92 1 /10 itc Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper E 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 ...may DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuoussheathing such as plywood sheathing(TC)and/or drywal C). - M._DATE 7/11/2014the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing reuired where shown++ , c 4.No load should be appied to any component until alter all bracing and 4.Installation of truss Is the responsibility piths respective contractor. OREGON SEQ. : 5992820 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. yt. design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the and are far"dry condition"of use. '4 2�o.y TRANS I D: 403334 6.Design assumes Tull bearing et all supports shown.Shim or wedge if Q T fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage is provided. ��14 f4�„ 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII II II VIII(III VIII VIII(III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Ines. 9,Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50' 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 psfj 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 = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX IC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397' 4 _ MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9' 6.001:7' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19k AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I) v Truss designed for wind loads V. o in the plane of the truss only. Li, co o� 10 .' 1 5 -/ 0 M-3x4 ,i, ), y y 0-10 6-00 3-11-11 )PROVIDE FULL BEARING;Jt5:2.5.3T4) JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: Q.4887 OPe �.4 Gpry 61 WARNINGS: GENERAL NOTES,unless otherwise noted: > "V 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4:1' !CIN I A L. { building component.Applicability of design parameters and proper Truss: J 5 and Warnings before construction commences. incorporation of component is the responsiblity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 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)end/or drywall(BC). ,=z' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�y OREGON 4 SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ,L 11 ,,tk design loads be applied to any component. and are for"dry condition"of use. / '4 Jr" ?.. -- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, necessary. 111041110-v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII III VIII VIII VIII IIII IIII IIII TPINVECA in SCSI,copies of which will be furnished upon request. lines coincidewith joint center fines. Di 9.Digits indicate size offpplatetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/MIR LOAD DURATION INCREASE = 1,15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=( -64) 25 LONDIOG BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18onnect (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625) M,M20HS,M18HS,(or = MiTek MT series 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COAD, 2: Design checked for net(-5 osfj 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 = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 12 ,/ MAX IC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 6.00 I7 MAX TC PANEL TL DEFL = -0.051° @ 2'- 11,9" Allowed = 0,596" ') MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2° MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. co O,,,_ V Ilio/- 1 0 5 110.-- -v M-3x4 y 0-10 6-00 )PROVIDE FULL BEARING:Jts:2,5,3.4I 1-11-11 y JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 't�kt NE�thecN WARNINGS; GENERAL NOTES,unless otherwise noted: l '7 2 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 qw` .92ii i PE Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper L rr 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. ppw DES. BY: BS 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ueathin )and/or drywall(BC). r. ' +°. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992822 fastenem are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �G A_ <40 ,, design loads be applied to any component. and are for"dry condition"of use. �, +Q�, 01 TRANS I D: 403334 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 �(s �� fabrication,handling, necessary. A,, shipment and installation of components. 7.Design assumes adequate drainage Is provided. '✓/ Fi RIO- 6. VIII)VIII VIII VIII VIII VIII VIII)III)III 6.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request, lines cdndde with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For ba9.Digits indicate ics onnedo plalate in inches. te design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 11 IIIIIII 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) 42 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-96) 68 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net1-5 Osfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593' T T MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 17' DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=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 ioads in the plane of the truss only. v 0 M O,,_ 4- rill# O•V 1 LTiM4 = -/ O M-3x4 0-10 u IiA 1nIi11Nti7:L'PIiNfRiPa[!K1 6-00 3 P R opt JOB NAME : POLYGON PLAN 5-B NH - J3 `�,�`�' N sr Scale: 0.5843 WARNINGS: GENERAL NOTES,unless otherwise noted: L., 1 y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual � !ONO, E 1-- Truss: - T r u s s: J3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. vps' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c,respectively unless braced throughout their length by r, " po y continuous sheathing such as phAmod sheathing(TC)and/or drywali(BC). „ DATE" 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! Q 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON �(/ SEQ. : 5992823 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� design loads be applied to any component. end are for"dry condition"of use. ^'© '9Y 4 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'0cessa ssumes full bearing at all supports shown.Shim or wedge if 41Ery� fabrication,handling,shipment and installation of components. ryL�f-�tt f{ V p 7.Design assumes adequate drainage is provided. ri R i A- 6.This design is furnished subject to the Rmitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111111 VIII VIII 11111 (IIIIIIITPINVlCA In SCSI,copies of which will be furnished upon request. lines coincide jointto de with center lines. 9.Die.indicate size ofplate in inches. MiTek USA,Inc./CompuTrug Software 7.6.6(1 L)-E 10. onFor basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF ;91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) Connectorplate prefix designators: 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625 9 LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN19 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0° Allowed = 0.078" T MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2' Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'. 1.4' Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL . -0.000" @ 3'. 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 N co c)/- 4- 0� 1MEEN4 M-3x4 1. y 1, 0-10 'PROVIDE FULL BEARING:Jts:2,3,4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 `�4. n,��FStts, WARNINGS: GENERAL NOTES,unless otherwise noted: �` "T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual (tw •02®® E r Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.2x4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r}/Pr.,> 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_OREGON SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - "'J N A design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 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 r'0 './}' 14 *l0 ,4' necessary. {_ fabrication,handling,shipment and Installation of components. R R' �' V 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequate onne dthifac a isprovided.truss, and PR IV.IIII VIII III I Hill III IIII IIII9 I by B.Plates shall be located both faces of truss, placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WH/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2.3=(-35) 40 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 4BV 0/ OH 5.50" 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111" T '1 MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145° MAX BC PANEL LL DEFL = 0.005° @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8° Allowed = 0.333" 6.00 1;7- MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. o r> o/- v 111 -/ o L 1 =� ►►:4 M-3x4 y y 1, 0-10 •:i r u l ' • ' 6-00 to Ope JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 �� IN s�, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC��. 7,1'2414 E T- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1 incorporation of component Is the responsibmty of the building designer. 2.2x4 compression web bracing must be instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced at '"� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r Wm".".- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON Jo SEQ. : 5992825 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, if, \t* design loads be applied to any component. and are for"dry condition"of use. ''.7"//��. '/)•' �,d A TRANS I D: 403334 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 �J necessary. 41�' V fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 4 R R)t. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide indicate size joint plate inrinches. 10. MiTekUSA,InC./CompulrusSoftware7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12131/2015 1E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'• 11.7' IUC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2- 0) 42 2- 8= -97) 190 8- 7= 0) 18 BC: 2x4 KDDF #1&BTR ( ( ( WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(•158) 297 7- 3=1 0) 49 3- 4=(-224) 105 3- 9=(•308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"0C. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 'pc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° 6 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" 9 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" 9 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" 9 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" 6 5'- 2.3" p DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 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), op load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. cio M-4x6 M M 3x4 ��e e CO 0 o ��nd 9 fd = B M-3x4 _4, o o Z.! O `". M-3x4 M-1.5x4 N 7 7 7 ) 2-03-12 2-10-08 0-09-12 17 7 7 0-101 2-05-08 7 11-06-03 7 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5,6' JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 JO'' S.0 WARNINGS: GENERAL NOTES,unless otherwise noted: Er, /,'0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4:r 'J2.•P E tom'' Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 414011 DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 440111P Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as ph/wood required sheathing(TC)and/or drywall(BC. �," . the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing where shown++ CC SE/1 4.No load should be appped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �i OREGON t„ W time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /* '70:4 • TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i' ^I y14 2n p"�^' fabrication,handling,shipment and installation of components. necessary. �Af l' �y 6.This design is furnished subject to the liMtations set forth 7.Designlaesassumes adequate both drainagecis oftru ,provided.n '✓J ,"Cf t-s` � V I IIIII II II IIIII IIIII IIIII IIIII III I IIII IIII by B.Plates shall be located on faces truss,and placed so their center n TPINYTCA In BCSI,copies of which willbe furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C, 2- 3=(-245 43 7. 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 24.0" 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' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -136/ 299V 0/ OH 1.50" 0.38 KDDF ) 625) 9'- 11,7" -1831 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for nett-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 11-11-11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200' T '1' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7" Allowed = 0.267" " " MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00I; " ;i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v 8 load- Trussddesigneduration fforowind6loads 0 (it � in the plane of the truss only. M-4x6 �....._I� M M-3x4 o 913 -,/c -/ v i��m s La�� M-3x4 "' o _ N 8 M-1.5x4 -/o 0 M-3x4 J., y J, 1, 2-03-12 2-10-08 0-09-12 J• y ) y 0-10 2-05-08 y 9-06-03 J., y 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2.9,4,5I JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 �c, E. � GENE NN 54q WARNINGS: GENERAL NOTES,unless otherwise noted: C$ - 1 C -vim 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 4r $$ L Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,.r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(bC). °•' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M J�" SEQ. : 5 992827 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON b, �4i fasteners are complete and at no time should any bads greater than S Design assumes trusses are to be used in a noncorrosive environment, `t design loads be applied to any component. and are for"dry condition"of use. ,7 .4 14. '2�� AT TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'necessa assumes full bearing at all supports shown.Shim or wedge If .� fabrication,handling,shipment and installation of components. ry. Ci t-� 1 V P 7.Design assumes adequate drainage is provided. �rl r114`" 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA In I,copies of wh ch will be furnished upon r lines coincide with joint center Ines. IIIIII I III VIII IIII VIII VIII VIII IIII IIIIMTe USA,lnc./CompuTrus(Software+7 6.6(1 L)-Eequest. 190.Do b Indicate ectorsize of plate design vlate In alues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR 9 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2-7=( -69) 178 7.6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(•245) 43 6-8=(•114) 278 6-3=( 0) 49 3.4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625) C,CN,CI8,CN18 (or no pprefix) = CompuTrus, Inc 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) M,M20HS,M18HS,M16 or = Mek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50' 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'• 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF 625) , BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2; Design checked for net(-5 nsf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'• 3.8' Allowed = 0.339' 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" T MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" / -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 - Design conforms to main windforce-resisting 6.00[7' system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o it o in the plane of the truss only. ..- ii, 4 M-4x6 CO o � � o II 8 ."--- 1f st M 3x4 M-1.5x4 -/o M-3x4 M-3x4 1' y ), ), 2-03-12 2-10-08 0-09-12 .1' 1- 1' y 0-10 7 2-05-08 7-,06-03 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Sale: Q,3783 �� RNA N° s,0A WARNINGS: GENERAL NOTES,unless otherwise noted )/ +.. 11 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 4k, '92$a E 'r" Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�ma1.• DATE: 7/11/2014 p tr 9 3.2x Impact bridging or lateral bracing required where shown++ 90 it t•f o 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1^, V jx A. design loads be applied to any component. and are for"dry condition"of use. �+ .Q�," �'� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge If Q y E� 2 fabrication,handling,shipment and installation of components. necesary, s p t•^� � 6.This design is furnished subject to the Imitations set forth by 8.Platesnshalt be locateassumes duoneboth faces drainage of truss,and placed so their center n`�" I IIIIII III I VIII III VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc:/CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 I. 11E14 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2.3=(-297) 65 6-B=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3.8=(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625 Connector plate prefix designators: 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7 11 11 MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" " 12 - DOES 6.00[7' NOTIGN EXCEEDU19%ATITIMEE FONTENT MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads o in the plane of the truss only. 4- M-4x6 1,4 ,__ .3x4r �o -/ _.Aded o P M-3x4 M-1.5x4 '' CD 0 0 7 0 M-3x4 I I I I 2-03-12 2-10-08 0-09-12 I I I I 0-10 1 2-05-08 5-06-03 1 1 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,8,4' ope JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 c��"_� PN �'� - WARNINGS: GENERAL NOTES,unless otherwise noted: l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t." !(2 a a P E -r building component.Applicability of design parameters and proper Truss: J 4C and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at ✓' DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length try y� d° ► is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath and/or drywall C). „r "esla!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e1 11 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON <lJ SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G. 4, ub' .A design loads be applied to any component. and are for"dry condition"of use. / 'Q j' Cl --u- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge if © 14, {P necessary. 4E. ) fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R11,,,, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII!III VIII III I VIII 111111111 IIIVIIIIIII(III TPI WTCA in BCSi,copies of which will be furnished upon request. lines coinddewith jointanr Ines. 9.Digits indicate size offpplatete in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPI RES:12/31/2015 110111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF #1&BTR 0) BC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-135) 228 8-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(•297) 65 5.7=(-218) 358 5-3=( 0) 50 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3° 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1,50" 0.17 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. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "Oc scacing,J BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'•-10,0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ O'•-10.0" Allowed = 0.111" MAX LL DEFL = 0.012' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8° Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3° MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 v M-4x6 0 0 ,- c%) C7 N M 3x4co I�',� 7 co -/O s oTA ff'- gym'' M•3x4 M-1.5x4 o 0 0 6 0 M-3x4 ; )- ), )' 2-03-12 2-10-08 0-09-12 y )- )' y 0-10 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 �'�N�N ��ssrA� WARNINGS: GENERAL NOTES,unless otherwise noted: r/I i. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 .. '92®s E Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 7G 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 stabiNty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4110;:::::::76'J DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�+rrr, - the overall structure is the res nsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown++ fr 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 40 SEQ. : 5992830 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9 (x o, design loads be applied to any component. and are for"dry condition"of use. L'�,r ,� '� TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O '. 14, 2 ,,,I;:‘" fabrication,handling, necessary. n- shipment and installation of components. 7.Design assumes adequate drainage Is provided. '✓ICh RIO-6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R I VIII!II II VIII III I VIII VIII VIII lIII lIII TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RE :12/31 f201 5 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/DDFICq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF 1#1&BTR SPACED 24.0' O.C. 2.3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0' 0.0" 0'- 0.0' -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170° MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226' MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3" T MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. A- -A Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, M-4x6 Truss designed for wind loads CD in the plane of the truss only, v o c) r N M-3x4 g� Mom m 7 ►M v M ILII M-3x4 o M-1.5x4 c,f 0 0 M-3x4 O y y y y 2-03-12 2-10-08 0-09-12 ), > y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4.7' JOB NAME : POLYGON PLAN 5-6 NH - J2C „c.., �GpNE, <0 Scale: 0.5343 �g- WARNINGS: GENERAL NOTES,unless otherwise noted: �. �/1 �`-? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "6200 0 0 Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. fi' J.!�,.'"'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at !' DES. BY: BS is the responsibility of the erector.Additional permanent bract of 2'o.c.and at 10'hin respectively unless braced throughout their length by n9 continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). „�-' �,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. �/'OREGON 4!j SEQ. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, F4i tiJ' ,\D A. design loads be applied to any component. and are for"dry condition"of use. 6 �)✓ 14 d TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Decease assumes full bearing at all supports shown.Shim or wedge if p fabrication,handling,shipment and installation of components. ry. /�t-�t� 1 p P 7.Design assumes adequate drainage Is provided. 4'^"r'T R I.Y`'- 8.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,end placed so their center 11111111111111111111111 TPI/WTCA in SCSI,copies of which will furnished upon request. git cnddat with joint tecenter toes. 9.Digitssoinsid a size of t plate to inches.. MiTek USA,InC./CompuTrus Software+7.6.6(1 L(-E 10.For basic connector plate design values see ESR-1311,ESR-19g8(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -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 OND.REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ND. 2: Design checked for net(-5 gsf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1' Allowed = 0.067" 12 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. Ms- O O III Of- I 2 4► M-3x4 y y ), y 0-10 2-00 1-11-11 't1 1 .i 1.' _ ' Ope JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 �c,'`� �„IRN �r WARNINGS: GENERAL NOTES,unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Qw •G�®®, 1-+ Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced atr�" DES. BY• BS 2'o.c.and et 10'o.c.respectivelyunless braced throughout their le h by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). 11.14!!!!!:::::41,1\ lla - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ®e it " 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. p OREGON <11 SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� ,, �� . design loads be applied to any component and are for"dry condition"of use. )r ��,,,•‘>,.,�.,,: TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 ,,•r, fabrication,handling,shipment and Installation of components. necessary. /1gr 6.This design Is furnished subject to the irritations set forth by7.Designlaesassumes adequate onne dthifac e is of trus,provided. "'t;f ffi' -�y,- IIIIII III I VIII VIII VIII VIII II II III(III 9 1 B.Plates shall be located both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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 E5R-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer ihput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'0C. VON. 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'-•10.0° Allowed = 0.083° 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T f MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050' MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9' Allowed = 0.145' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'• 10.9" 6.00[7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o co O/- V 4- cp 1#1111. - 4 M-3x4 ), y y 0-10 2-00 (PROVIDE FULL BEARING;Jts:2.4.3 JOB NAME : POLYGON PLAN 5-B NH - ASJ1Scale: 0.7139 tD PRep S 5 G,INar by Ok WARNINGS: GENERAL NOTES,unless otherwise noted: 1 fee1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual CC' e(_524,PE 'Ft` Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 000'''.'ii 2.204 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ✓�" 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheaths such asplywood sheathing(TC)C and/or d gg the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging g(r s rywell(BC). �' DATE: 7/11/2014 P� ty 9 p tr ng or lateral bracing required where shown++ d1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -° OREGON (f f SEQ. : 5992833 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, u,,t �. design loads be applied to any component. and are far"dry condition"of use. ., '9y 2.0 .}-,' TRANS I D: 403334 5.DampuTme has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Q 14, p, fabrication,handling, necessary. J�j Fi FM- 6. } shipment and installation of components. 7,Design assumes adequate drainage is provided.6.This design is furnished subject to the Imitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIT VIII VIII VIII VIII I III III(IIITPINYfCA In BCSI,copies of which will be furnished upon request. Digit cdicawith joint center Ones. 9.Digits indicate size of platete 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