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Plans (2) Mii 2olg-CO-9(01 =S , 4"1$r, RECEIVED EMI MINI DEC 0 6 2018 CITY OF TIGARD Ma�Tek BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PM 3-290_UP_H Fax 916/676-1909 2610 BC 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:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��E) PROp , �Cc.;<<-%°)G ENGINE 13s::cSj02p'. 4, 87 21'8 - :4 OREGON 4.P1/./ 06 MBEf�. 1_. � : ..`� A. HE ' EXPIRES:{16/30a015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type . Qty Ply 2610 BC 842664373. . PL13-290 UP H F01 Floor 1 I Job Reference(optional) • Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 1 . • . • ID:_egh?eklplOgFEQgnUaloSyJt2m-xz31NiD3wNn_Oyvl5i5aF?3X?yGp7nF6fznNMykJbR [ 2-8.0 I 9-5-41,1, 1-2-0 1 1.0-11-8 1 I 1-2-0 I I 2-1-0 I • _ • Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 ® a cli I A- e e B o 4 ;1 1��3 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 B� 14-5-12 1 8-2-4 ami-2 �na-0 I 3-10-0 i'077-0 '0-7-0 21 I 2-4-0? I 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 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 cc 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: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=-2895/0,5-6=2895/0,6-7=-2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=415/0,4-16=302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,,?,53.PR.opFs�N€ � , x %2 9'' :871. 2PE • �� N. y �'0j.OREGO q, O 'SO t 11 .E P.IBES:(630/2015 August 25,2014 4 4 A WA/MG-Waif design parameters amt READ NOTES ONMIS AND INCLUDED MEEK REFEREMf'I PAGE MTb7473tn.1/29/IOU 89IIYELSE a... Design valid for use only with MEek 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 Mel( -'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 Ml l fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPli Qualify Criteria,099-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 NSouthern Pine ISP)lumber:especiaed,the design values are those effective 06/0112013 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290 UP H F02 Floor 11 1 • Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 • . ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgOLJiKwoykJbQ . 1 1-0-0 1 Fg_IL4i 1 1-7-0 11 1-8-8 11 1-9-0 1 I 1-7-0 11 1-4-4 11 1-6-0 1 1-6-0 1 . Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • • e a N •/ \,so/• • • N / \ /\e e e I 9 • ® .Q 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 1 8-3-12 ¶10-121 1 13-3-12 1f-10-if 1 19-2-8 1 8-0-12 0-7-n 0.7-0 3-10-0 0-7.0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 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 SOT 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) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,34=-1522/0,4-5=-2658/0,5-6=-2658/0,6-7=-3409/0,7-8=340910, 8-9=3795/0,9-10=-3795/0,10-11=3782/0,11-12=-3782/0,12-13=-3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=85810, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=-1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. PR,OF�s LOAD CASE(S) Standard ,`Cf3 l = lNE s6 :819 2PE '- may. ,o),,QREG•N (15)O4cv . %,941... H:Eck�P WIRES: 0i2015 August 25,2014 r ®►1S9RM14L-Verifydesign parameters red READ M17ESON INISAND MIMED 1417E%REFERENCE PAGE Mil-7473 rex 1/29/2014BlFOREIBE 'O Design valid for use only with M7ek connectors.This design is based only-upon parameters shown,and is for an individual building component. Mile 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 responsiblfrty 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SafeifSoufrom tllernPtae(SP}.lumber saped,ed,theidesignvaStreet,781 N.Lee luesarethseeffective06/81/2013byA&SG14 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul25 2013 MRek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1. • ' ID:_egh7eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV YjiOLJiKwoykJbQ • I 1-3-15 I I 1-2-0 1 1 0-5-1 I 2-6-0 I Scale=1:11.4 3x4= 11.5x3 II 2 31.5x3 II 4 3x4= 5 1.5x3 II r.j 77 e o 0 0 , N- k77 0 O 1.5x3 II 3x4= 9 8 7 6 • 3x4= 3x4=- I I 1-6-15 I 2-1-15 1 2-8-15 2110-7 5-11-0 I 1-6-15 0-7-0 0-7-0 d-I-8 3-0-9 Plate Offsets(X,Y): (2:0-1-8,Edge),[7:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WE 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=01317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 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. LOAD CASE(S) Standard �N PR,DpEo IQ •V' • N• `r�0 2• 270 2PE /p' ycn ,c/ iv /0),.OREGON rye II) '.36y ER_ AN PCO `s A,.. H: - . TEES:.116%i0/201f.5 August 25,2014 4 AITARN1IG-Verify design parameters and READ MO IES ON?MOSAM 1M1ED MnEKREFMEt PAGE Mfl-?413 res 1/29/ZOMIER Eu5E 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 hil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theMiTek' • erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and 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 tfSoethemPtne(SP)lumber isspecified,the desi nvaluesarstheseeffective06/01/2013byALSC ` Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290 UP H F04 FLOOR 5 1 ' Job Reference(optional) Pacific Lumber&Truss Co„ ' Lake Oswego,Oregon 7.430 s Jul25 2013 MiTek Industries,Inc:Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP I • 2-7-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 o a N N - C k < \lI < li 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �( E PP,Ork- ' :87Q22PE • r' / 7 •02,.OF,i,EGO c OLS �C'��7y R \\ P - 4= HERS • . P RES:.(Iffi 0/201.5 August 25,2014 AWARNIRG-Vend/demgaparametersandREMAp7ESON7KGSANDIMI(IOEONi7EKREBEREM PAGE MII--7473nem 1/24/2014WTfRELASE MIMI Design valid for use only with MTek connectors,This design is based only upon parameters shown,and is for an individual building component. 1111. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibillity of the M iTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafeIf SouthernPine(SP)1Information available from nmberispecifiedItheides1 nvaluesaretheseafectiveOE/O1IWA13byA[SC4 CiWsHeights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684377 PL13-290 UP H F05 Floor 2 1 . Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon •• 7.430 s Jul25 2013 MiTek Inddstries,Inc.Mon Aug 25 09:49:41 2014 Page 1 • ID:_egh?eklplOgFEQgnUa1oSyJt2m-MXItOkGxClAZtPetmgfHteg5?C2V0TBhocBR hykJbO 11-0-0 I I0-8-4 I1 1-2-0 II 1-5-8 II 2-0-0 II 1-2-0 II 2-3-8 I 7-6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 - 14 15 4 /-\„ - / N 2/ \-/\ a 1 24 23 22 21 20 19 18 17 i 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8[10-121 1 13-3-12 1?-10-1T 1 19-6-4 8-3-12 0-7-0 0-7-0 1-10-0 0.7-0 0-7-0 5-0-6 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],j21:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400E 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1550/0,34=1550/0,4-5=-2714/0,5-6=-2714/0,6-7=-3493/0,7-8=3493/0, 8-9=-3907/0,9-10=3907/0,10-11=3977/0,11-12=3977/0,12-13=3210/0, 13-14=-3210/0 BOT CHORD 2425=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=396/0,2-25=1155/0,2-24=0/1016,424=878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=-9/349,14-16=200210,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 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. ��,PR,OFE �`� ss LOAD CASE(S) Standard Vic. .1lNEFi X0 , Q :87O22PE TO iN �f -yfi"0 � G N r•P O� � �t, M1.£R � .E XP I RES:.06130/2015 August 25,2014 I I ®WARMNG-VerifydefignparametersandREADh4TESONIRISANDINCLUDEDHIMREFEREMFPAGEt411-1473 few 3/29/2011Bff0REU Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. > e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding ' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Neights,CA,95610 If Southern Pine(SP)lumber isspecified,the design values are t oseelfective06/01/2013byALLC ' Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290 UP H F06 Floor 4 1 . Job Reference(optional) Pacific Lumber 8 Truss Co.;• Lake Oswego;Oregon '7.430 s Jul 252013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 • • ID:_egh?eklplOgFEQgnUaloSyJt2m-gkJGD3GazcIQUZD3KYAWQrDG?cNUIzTr1Gx W7ykJbN . 1 1-0-0 1 10-8-4 1 1 1-2-0 I I 1-&8 11 1-9-0 1 I 1-2-0 1 1 1-5-8 11 1-6.0 1 1-6-0 1 • • Scale=1:32.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e N -/ \• a /, \ate, \a/.`a 1 � ^ � . � e�•� e lil e o B® ^' ' 0 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= I-10- 12i 9-5-12 14-5-12 I 8-3-12 I10-12( 1 13-3-12 1f-10-1? 1 19-3-12 —1 8-3-12 0.7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],(13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/1P12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ROT 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) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=3834/0,10-11=-3833/0,11-12=3833/0,12-13=-3115/0, 13-14=-2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. �(1 p R OFF c5' LOAD CASE(S) Standard �r".\*, � s�° ' :8 9 2PE � � y Aj, GO cp 4N ?•p ctj; R A\ �O . PJEES:'.Q 0/20t5 August 25,2014 AIWARNIN3-Yeify9esigaparamurenand READ NQlESONMIS AND 7MIUOED?MC REFEREAaNEE MII-7473rem I/29/2OUBBUREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. • v Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 10111 rs for lateral support of individual web membersonly.Additional temporary bracing to insure stability during construction is the responsibillity of the MITek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabtcation,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pu fSP}lumberbspecified,thedesignvetuesarethoseefective06/01/2018byMtSC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290 UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., • Lake Oswego,Oregon • • 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 • ID:_egh?eklp10gFEQgnUaloSyJt2ru-gkJGD3GazcIQUZD3KYAWQrDLNcV013Dr1Gx W7ykJbN 0-9-1? I I 7-8-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II � o 3x6= 7 6 1.5x3 II 3x4= 6-2-4 8-2-4 LOADING(per SPACING 1-7-3 CSI DEFL in (10c) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 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) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Pta NO 4.R.oF�ss -3 ;87022P: r cvy Aj,.O _GON r):Oltl� nu- .EXP. .IBIES:X56%i0/201.5 August 25,2014 a WARN=-Italy design parameters and READ NDWESON MS NW INCLUDED MIfEIKREFERENCE PAGE M11-7973 reit 1/29/2011 BLUE ME a• Design valid fel-Use only with MiTek connectors.This design is based only upon parameters shown.and Is for an indMduat 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/IP11 Qualify Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ftSauthernPine(SP)Iumberisspecified,thenester,veldesaretfwseeffecrive06/01/2013 byALSC Job • Truss Truss Type Qty Ply 2610 BC ' • R42684380 PL13-290 UP H F08 Floor 1 1 . Job Reference(optional) . Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 1D:_egh?ek1 p1 OgFEQgnUal oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 1 pF7-8 I I 1-2-0 II 1-8-8 ii 1-9-0 I[ 1-2-0 I I 1-5-8 I I 1-6-0 1 1-6-0 [ Scale=1:32.6 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ® o • e -• _o • o _o - _a _ _ _ a` o il /'''\ / N / \_ " IN44s .-40./- N1N. • is‘TI 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 145-0 I 9-3-0 p-10-019-5-0 1 13-3-0 13-101 I 19-3-0 I 8-3.0 0-7-0 0-7-0 3-10-0 0.7-0 0.7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edqe],[12:0-1-8,Edge),[13:0-1-8,Edgel,[23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=O%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=1525/0,4-5=-2663/0,5-6=-2663/0,6-7=3417/0,7-8=3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=-2070/0,14-15=2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=284/0,12-20_-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,�E'�.PROF 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� 0 n ONE w be attached to walls at their outer ends or restrained by other means. \ LOAD CASE(S) Standard �' :$ I 2PE 5cv z>, iv .y AT.OfEGO" cp to O . t1RES:[if/30/2015 August 25,2014 r A Sw ATAG-Vear design paramears end READ NOES ON IMAM)=LUD D Miff REFERENCE PAGE lW 7473 res f/2/2DUJ1EWREUSE .•_ • 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 1111 is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the .MiTe'C� 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/11,11 Qualify Criteria,055-89 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 IfSeuthem Pine(SP)•:lamberis specified,the design values are those effective 06/91/2013 by ALSO . Job Truss Truss Type Qty Ply 2610 BC R42684381 •PL13-290_UP_H F09 Floor • 2 1 . . Job Reference(optional) .Pacific Lumber&Truss Co., Lake Oswego,Oregon . ' 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1: •. • ID:_egh?eklp10gFEQgnUaloSyJt2m-m6Q0elIgVDY8ktNSRzC VGIhsQBuDzo8VaQ5b?ykJbL I 0-5-4 I 1 2-6-0 --- _ I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 11 a _ N N 3x6= 7 6t*° 1.5x3 11 3x4= I 6-0-12 6-0-12 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) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP1 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� Ni!NE Wo . 2 :870 2PE r v' " . y ' �\j,.O > I3EGSN (o 4N �0 � .8:8R 'k 4z.) .EIRE-S:W130/201.5 August 25,2014 A,WANNIN G-Vanly+ paametenadREAD NOTES ONmisAND IMI(IDEDHREKREFERENCE PAGE MII--7413 ret 7/I9/10I1eDwE116E i1 Design valid for use only with Miifek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication;quality control,storage,delivery,erection and bracing,consult ANSI/fP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA,95610 If Southern Pim ISpa,tumber islip:mined,the demon values are thoseefeative 06/d1/2013 by MSC Job Truss • Truss Type Qty Ply 2610 BC , R42684382 PL13-290 UP_H F10 Floor 2 • 1 • Job Reference(optional) • Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 • ID:_egh?eklplOgFEQgnUaloSyJt2m-EJ Or5JSGXg?MOye?gjDlUrj_g0?yGbHjE9f7SykJbK 1 1-0-0 1 0-11-4 11 1-2-0 11 1-9-0 I I 1-&8 11 1-2-0 Itier_1 1 1-3-0 1 . Scale=1:33.5 4x6= 405= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ® 0 9 o o o\o oV - r ., / lir, B • 2' 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-413-441 7-2-4 17-9-418-4-41 138-0 1 2-2-4 0-7-0 0-7-0 3-10-0 0.7-0 0-7-0 114-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edpe],[26:0-1-8,Edge] LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress!nor YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.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=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,34=1933/0,4-5=-3238/0,5-6=3238/0,6-7=3797/0,7-8=-4014/0, 8-9=-401410,9-10=3872/0,10-11=3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14.15-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24-806/0, 15-17=-1295/0,15-18=0/1104,13-18=908/0,13-19=0/734,11-19-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 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. ��Cswa_P R,O Lc.Q LOAD CASES) Standard ��. � 1 N�� X029, :810 2PE 1 1- • cv -.3j,.QR.EGON c OWN • ° •°"1-° ;E. .iF1E\Ck\‘41?.'+ .. .E ''.f SES:-Q6%i0/2015 August 25,2014 A WARMS-VW,design pammetessad&ADA10MESON?WSAIMINCLUDED N Pfl(REFERENCEPAGEMII.J413rerc7/T9/2QHBERNEW �` Design valid for use only with Wek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown A is for lateral-support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the " iTek` l • 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/11.11 Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if-Southern Pint(SP):lumberisspecified,the design values are those-effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 BC • R42684383 PL13-290 UP H Fii Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Muck Industries,Inc.Mon.Aug 25 09:49:46 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6.0 I p-.5-411 1-2-0 1 10-11-8 1 1 1-2-0 1 1 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 ee • \ o .a o o0000000000. ° \ o N o O ea a B_ 1> 17 16 15 14 13 12 `/44`ja' 3x4= 3x8= 3x4= 3x8= 3x4= a�8-10-12 q14-5-12 1 8-2--44 0-5J2 PW I 1310-02 1300 '0-7-0 I 266 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 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) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=-2841/0,5-6=-2841/0,6-7=-2786/0,7-8=2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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. LOAD CASE(S) Standard Cn_ �Ca' I P E •p `r/0 • 2 cc 81022P,. .r. •-1 +'13j,.O GON c Q<z 'Ao `�' sER 1\ EXPIRES:a6/30/2015 August 25,2014 I A WARNING-Ver>ydesignparametenaadREADM IESONIHISANDINCLUDED NEM REFEREMFMGEMII-7473rem1f19/ZOI4B6flREusE Design valid for use only with Mffek 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 • 1Te�• • 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 ANSIJTPII Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lade,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southam Pine OP)!Iumber is specified,thm design values are those effective 06/U1/2019 byA SC Job Truss Truss Type Qty Ply 2610 BC • R42684384 PL13-290 UP H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - . - 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 • • ID:_egh?eklplOgFEQgnUaloSyJt2m-1VYm3RJ41goszAXrZOESahOQbDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-9-11 I I 1-2-0 1 1 0-15-5 I . Scale=1:16.8 1.5x3 H 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 11 1 • 2 3 4 5 6 0 0 '7 ,4 e a a 1. - a a 2 9 8 3x4= 7 1 3x4= 3x4= 3x4= I 45-3 4-13-11 5-1-11 1 5-8-11 5110f3 8-11-0 I 4-5-3 0-1- 0-7-0 (1-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): f8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (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=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-797/0,3-4=-797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=784/0,5-8=18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of buss to bearing plate at joint(s)10. 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. LOAD CASE(S) Standard -�• E0 P R ,O, s co- £ 87Q22PE t' o 04 y �4>,,011EG N ti9 L �` A., H ERP .EXPIRES:aW30/20'.5 August 25,2014 dWAPNH! -VestTydesirnNarametenaadREAD AWES ONINISAND IMUlEOK MREEEREMIPACEMU-7473 MI 1/29/20IdBDOREif& 0.... 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 buss designee.Bracing shown E B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theiTek�erector.Additional permanent bracing of the overall structure Iss the responsibility of the building designer.For general guidance regardingfabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,D58-89 and BCSI Building Component Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781N.Lee Street,Suite 312,Alexandria,VA 22314. s Heights,CA,95610 tfSouthernPine(SP)lumber i apeslfied,the designvalues are these affective 06/01/2033byAUSt I. Symbols Numbering System PLATE LOCATION AND ORIENTATION y ® General Safety Notes 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury IMIE Dimensions are in ft-in-sixteenths. IeohiApply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. • MIIIIIIElitI®1/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,Individual lateral braces themselves II ❑ 4 may require bracing,or alternative Tor I ,311111V_ ❑ bracing should be considered. U O 3. Never exceed the design loading shown and never 11111111111 il O Il•� U stack materials on inadequately braced trusses. ~ CS-6 4. Provide co ies of this truss dell n to the building For 4 x 2 orientation,locate c7.8 c.a O p g des)gneri erection su rhes. , ro ert owner and plates 0-1/id' from outside BOTTOM CHORDS all other interested parties. p p y edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE o6. Place plates a eacy face of and Knots waneat each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ll locationt ns emb ared d by ANSI/IPlat joint • connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC 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 SYP represents values as published In all respects,equal to or better than that .0". Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling Is installed,unless otherwise noted. °,e`` 15.Connections not shown are the responsibility of others. .c%\ Indicates location where bearings 16.Do not cut or alter truss member orlate without nor react (supportsion!section occur. Iconsindicates oint vary but ©2012 MiTek®All Rights Reserved approval of an engineer. p p j number where bearings occur. 17.Install and load vertically unless indicated otherwise, ® Min size shown is for crushing only. NMI RIM 18.Use of green or treated lumber may pose unacceptable IF 19 environmental,health or performan:pet: e risks.Consult with Industry Standards: "^�*"` �` project engineer before use. ANSI/TPl1: National Design Specification for Metal _,.. 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. BCSI: Building Component Safety Information, hilriek6 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:MI1-7473 rev.01/29/2013 RECEIVED DEC 0 6 2018 CITY OF TIGARD MiTek USA, Inc. / CompuTrus Software BUILDING DIVISION 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for`dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). • N.J C)kvi,� ,s03 PROtc; r� 0.a 4,1;T" i Igh\i .w k Al ,E+ 1. lire_ t ,,tp� . - 11;/40fU/�U 1�! "`Pe; E PiS ES 6/3011.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12"OC. UON. not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"OC. UON. LOADING . LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and claddingcriteria. Connector plate prefix designators: P Connec 8,0N18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21,3ft, TCDL=4.2,BCDL=6.0; ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series 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 CompuTrus gable end detail for complete specifications. T 8-06 8-06 T HM-4x4 3 12 6,00 12 1 Q 6.00 oo o/— o� o i v M-3x4 A --i 9:. 1 M-3x4 , y y 1-06 y y 17-00 1-06 JOB NAIVE : 2610-B NH POLYGON - Al Scale: 0.4458 ��5��\�Z�7D(�l�Pp7NO��}I�OssioA- WARNINGS: GENERAL NOTES,unless otherwise noted: I !I ! -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 =92•I P E 9� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: LJ 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: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC). �f�'. - P tY 9 3.2x Impact bridging or lateral bracing where shown++ 0 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -i, A_OREGO O� ��(/ SEQ. : 6054134 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 TRANS I D: 407736 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 ail supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. ...AO" e.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. ilQ•R R I`FV VV II I I VIII I nil III II III TPIiWTCA in BCSI,copies of which will be furnished upon request. 8 lines coincide wtes shall be ith joint center lines.cated on both 9. s.of truss,and placed so their center n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. D.For abasits c connector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C. WEBS: 2x4 KDDF STAND 2-3=(-1088) 302 7.6=(•227) 907. 7.4=) -,75) 456 3-4=( -816) 200 7-5=(-275) 211 LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 16.0" 0.0" 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,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,Clu,0N18 (or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0° -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacin4.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0° Allowed = 0.200" MAX LL DEFL = -0.024" B 8'- 6.0° Allowed = 0.804' MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8" Allowed = 0.499° MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" 8-06 8.06 MAX HORIZ, TL DEFL = 0.016" @ 16'- 6.5" '( NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. 12 f Design conforms to main windforce-resisting 12 system and components and cladding criteria. • 6.00 V I I M-4x4 Q 6.00 4.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (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. 1. M-1.5x3 4111 M-1.5x3 3 0En o O Le I_ -I W "C, 7 _ 0 1 M-3x4 M-3x8 M-3x4 6 0 8-06 8-06 > i, 1-06 17-00 y JOB NAME : 2610-B NH POLYGON - A2 Scale: 0.3533 ��,� \�\�yG(pyNJJFFOypF�pss�p WARNINGS: GENERAL NOTES,unless otherwise noted: ,SD'" r /r r , 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 :9 2 e. P E - Truss: A2 and Warnings before construction commences. building component.Applicabilfty 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 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 A-OREGON <Li SEQ. : 6054135 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 ,�A ,` TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. /O q y 7 4 _0 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 F.., essary. fabrication,handling,shipment and installation of components. DesignDesass A��n R I�� f_ 7. assumes adequate one drainage is truss,a '117 rl _ 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 II I 111111 11111 11 I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 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:12/31/2 15 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. - 2 2=( 0) 76 2- 7=(-472) 1687 7- 3= 453 WEBS: 2x4 KDDF STAND 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811)6 3777 LOADING 3- 4=( -910) 204 8- 9=(-469) 1543 8. 4=( -32) 423 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 OVERHANGS: ' 18,0° 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIIONS SIZE SQ.IN. SPE AREA) ** For hanger specs. - See approved plansRZ BRG (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -153/ 899V -76/ 87H 5.50° 1.44 KDDF ( 625) Connector plate prefix designators: 17'- 0.0" -85/ 713V 0/ OH 5,50" 1.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacino.j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050° @ 14'- 3.8° Allowed = 0.804" 8-06 8.06 MAX TL CREEP DEFL = -0.096" @ 8'- 6.0' Allowed = 1.072' T 2-09 5-09 T 5-09 T MAX HORIZ. LL DEFL = 0.042' @ 16'- 6.5° l 'i 2-09 MAX HDAIZ. TL DEFL = 0.067° @ 16'- 6.5" 12 12 NOTE:Design assumes moisture content does 6,00 M-4x4 6,00 not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. JI Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 1, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-3x4 CO ,,INE M-3x4 O o .1 1. 8 gfilim0 o M-3x8 M-5x6 Imam-ilm **6 0 0 -=.32.75 $ 2X WEDGE 2.75 12 W/(2) M-3X4 TYP. 12 J• y y y y 2-05-08 5-10-12 6-02-04 2-05-08 1 y y y i, 1-06 2-05-08 12-01 2-05-08 1-06 y 17-00 1, JOB NAME: 2610-B NH POLYGON - A3 Scale: 0.3242 ��GP7AN OI&F►�T1ssi0 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 :92 P E 9� Truss: A3 end Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: LJ 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: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where shown and/or drywall(BC). „...."111110., - 9 3.2x Impact bridging or lateral bracing ++ _ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, A OREGON �4.0 SEQ. : 6054136 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, (' TRANS I D• 407736 design loads be applied to any component, and are for"dry condition"of use. ' 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 Q 14 '2°‘ �4 fabrication,handling,shipment and installation of components. necessary. This design Is furnished subject to the limitations set forth by7.DesignPlates shall assumes adequate on both hdraiface Is provided. MER RIO- 6.II I I III I VIII IIII I I I II TPIANTCA in SCSI,copies of which will be furnished upon request. 8 ns coincide with joint center lines9. s oftruss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For Ibasts ic connector pldicate size of ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TO: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1-5=(-481) 2160 5-2=( -278) 1514 4-7=(-1751) 377 BC: 2x6 KDDF #1&BTR WEBS: 2x4 KDDF STAND; LOADING 2-3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 ' 3.4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 2x4 OF STAND A LL = 25 PSF Ground Snow (Pg) 6-4=( -372) 1773 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V TO LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 187.5)+0L( 147.5)= 335.0 PLF 0'- 0.0° TO 10'- 0.0° V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -427/ 2057V -62/ 155H 5.50" 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 10'- 0.0' -411/ 1933V 0/ OH 5.50" 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24°OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.036° @ 4'- 7.0" Allowed = 0.454' will have 1.5" max. nail penetration. MAX TL CREEP DEFL = -0.074° @ 4'- 7.0" Allowed = 0.606" Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3° C,CN,018,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.014° @ 9'- 10.3" M,M2OHS,M18HS,M16 = MiTek MT series 8-10-03 1-01-13 NOTE:Design assumes moisture content does 'r f f not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T '' T system and components and cladding criteria. 12 6.00 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,. 3 M-7X8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads �tD�� in the plane of the truss only. M-3x8 ©' o e t 0 M-5x10 o ,� ®AIIIII MID = v I MI04t 1..---17' 5 6 ;9e 7 --I M-3x8 M-8x10 M-1.5x3 y ), y 4-07 3-10-04 1-06-12 ), y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME .22610-B NH. POLYGON - B1 Scale: 0.3877 \�� r�\ D PUN�Q�FFS`S/pa WARNINGS: GENERAL NOTES,unless otherwise noted: �� I /I r i ! -S7 D 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and IS for an Individual 92 P E f Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_ DATE 9/9/2014 responsibility building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „0011,11111111m., the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ _• 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `' SEQ. : 6054137 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, �� 2/ ,�C TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. /O 9 y 1 4' 2� �tS 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If .., fabrication,handling,shipment and installation of components. necessary. - of 7.Design assumes adequate drainage is provided. h 6.This design is furnished subject to the limitations set forth by ��l RRIO- I Hill II III I I I III IIID I I IIII IIII g j 8.Plates shall be located on both faces of truss,and placed so their center TPIMIi'CA in SCSI,copies of which will be famished upon request. Tines coincide with joint center lines. _ _ 9.Digits indicate size of plate in Inches. M1Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I"IIIIIIII'll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(•4396) 780 10.11=( -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) 3- 4=(-4158) 812 11-12=( -826) 4698 11- 4=( -272) 1532 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0,0" TO 26'- 0.0" Vi 4- 5=(-3658) 748 12-13=(-1212) 6378 11- 5=(-1748) 436 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0° TO 18'• 0.0" VI 6- 7=(-6150(-5470)) 1P78 13. 8=(-1218) 6412 6-12=( -312) 1326 6-12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0' TO 26'- 0.0" Vi 7- 8=(-7346) 1478 12- 7=(-1000) 242 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: TO CONC LL+DL= 960.0 LBS @ 16'- 0.0" 8- 9=( 0) 76 7.13=( -188) 1076 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0' 18.0° LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" 693/ 4263V 0/ OH 5.50" 6.82 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,I ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L1240 **HANGER BY OTHERS TO APPLY Join together 2 ply with 3"x.131 DIA GUN , TL=L/180 CONC. LOAD(S) EQUALLY TO ALL MEMBERS, nails staggered at: MAX LL DEFL = 0.003" @ -1'- 6.0° Allowed = 0.150' MAX TL CREEP DEFL = -0.003' @ -1'- 6.0" Allowed = 0.200° 9° oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0° Allowed = 1.254' 9' oc in 2 row(s) throughout 2x6 bottom chords, 9° oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.231° 8 16'- 0.0' Allowed =-.,1.672' MAX LL DEFL = 0.003° @ 27'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.003° @ 27'- 6.0" Allowed.=. 0.200" MAX HORIZ. LL DEFL = -0.021° @ 25'- 6.5 MAX HORIZ. TL DEFL = 0.051" @ 25'- 6.5° 9-11-11 6-00-10 9-11-11 T ' NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. 12 960# Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 V M-4x6 M-5x6 M 5x4 • Q 6,00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration factor=1.6 Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 a c M o U I 1-{1 vfz_ M U + 4 1 10 11 12 13 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 y y y ), 1898# y 5-01-12 4-05 6-10-08 4-05 5-01-12 y y y y 12-00 14-00 y 1-06 y 26-00 y 1-06 y JOB NAME : 2610-B NH POLYGON - Cl ��ED PROFF. Scale: 0.2543 �� GIN/J,C�o,_ 04, WARNINGS: GENERAL NOTES,unless otherwise noted: I <(,r /7 I ! It- . 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual 0 9 2 P E 9� Truss: Cl 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. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cho ds to be Iet4 rally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced thro ghoul their length by 44010.'continuous sheathing such as plywood ing(rC andlor drywall BC. `�- - - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where hewn++ ) / (Z 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respe ve contractor. "y OREGON 447 SEQ. : 6054138 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, �9 y 2�\ �� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14 fabrication,handling,shipment and installation of components. necessary. �` 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate onne both drainage iso provided. MFR R I L� II 1111110111 VIII III II 1111 III I I II by B.Plates shell be located faces of truss,and plced so their center '- TPUVYrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Tines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E le in inches. 10.Forr9. its basiciccoonnete ctore oplate design values see ESR-13 1,ESR-19118(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2- 3=(-1860) 459 9.10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3- 4=(-1365) 434 10.11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11.12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5-11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6.12=( 0) 254 NOTE: 2x4 BRACING AT 24°OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50' 2.02 KDDF ( 625) OVERHANGS: 18.0° 18,0" 26'- 0.0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 usf) uplift at 24 'oc specind.1 M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,013. 8 -1'- 6.0" Allowed = 0,150" MAX TL CREEP DEFL = -0.014" 8 -1'- 6.0' Allowed.= 0.200° MAX LL DEFL = -0.062° 8 14'- 0.0" Allowed = 1.254° MAX TL CREEP DEFL = -0.125' @ 14'- 7.0° Allowed =- 1.672° MAX LL DEFL = 0.013' 8 27'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ 27'- 6.0' Allowed = 0.200" MAX HORIZ. LL DEFL = 0,029" @ 25'- 6.5'. 11-11-11 2-00-10 11-11-11 MAX HORIZ. TL DEFL = 0.048° @ 251- '6.5' T T - '' NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. 'r T '( ' '' 'Design conforms to main windforce-resisting 12 M-4x6 M 6x6 12 system and components and cladding criteria. 6.00 .•--.1 6.00 • 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=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 - CO co 0 o ` 0 1= ❑ o 000.111111.° 10 11 12 yo M-3x4 M-1.5x3 0.25 M-3x4 M-1.5x3 M-3x4 t' M-5x8(S) /' J- J, y J- y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 1- /' ), y 1-06 26-00 1-06 JOB NAME: 2610-6 NH POLYGON - C2 Scale: 0.2553 ��D PaN OF�s`,,, WARNINGS: GENERAL NOTES,unless otherwise noted: �� _v9� C2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: C2 and Wamings 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. 4111111111"// 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 rl 4,Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -9 OREGON tk kJ SEQ. : 6054139fasteners are complete and at no time should any oads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �j design loads be applied to any component. and are for"dry condition"of use. / Aly V:‘ .0 _. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifn14,1 ` ,iii.. -.r handling,shipment and installation of components. Decegsary. MER RIO- 6.This design is furnished to the limitations set forth by7.Plates assumes locatedadeqonne othdrai face Is provided. VIII VIII VIII VIII IIII IIID VIII IIII IIII 9 subject 8.Plates shall be both feces of truss,and placed so their center TPINMCA 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(MTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input- by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 LOADING 3- 4=(-1590) 392 9- 6=(•294) 1528 4- 9=(-129) 635 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1590) 392 9- 5=(-383) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1810) 390 OVERHANGS: 18.0' 18.0° TOTAL LOAD = 42.0 PSF 6- 7=( 0) 76 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 6'- 0.0" -199/ 1263V 130/ 139H 5.50° 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0° 199/ 1263V 0/ OH 5.50' 2.02 KDDF ( 625) ICOND, 2: Design checked for net(-5 nsf) uplift at 24 °cc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013° @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127° @ 17'- 1.8° Allowed = 1.672" MAX LL DEFL = 0.013' @ 27'- 6.0' Allowed= 0.150" MAX TL CREEP DEFL = -0.014' @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25' 6.5" 6-09-04 6-02-12 6-02-12 6-09-04 NOTE:Design assumes moisture content does T ( not exceed 19% at time of manufacture. 12 6.00 12 M-4x6 12 Design conforms to main windforce-resisting 4.0" 6.00 system and components and cladding criteria. 4 ( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 CO \ 0 cO0 r ye O Cts '' M-3x4 M-3x4 M- i.9 o 3x4 M-3x4 0 M-3x5(S) y y 8-10-03 8-03-11 ), 8-10-03 y y y y y 16-00 10-00 y 1-06 26-00 y y 1-06 JOB NAME : 2610-B NH POLYGON C3 <0-s PRO�F0. Scale: 0.2178 �co ! GIN v/O WARNINGS: GENERAL NOTES,unless otherwise noted: CVS v /q� "Ii 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual =92 0 P E 9� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY LJ 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 �= IZ DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC). ��!9 3.2x Impact bridging or lateral bracing where shown++ 0 n 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG/ /27 OREGON).- yR EGONo\ 4((/ S E Q , TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 2 5.CompuTrus has no control over and assumes no responsibility for the �� 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 fabrication,handling,shipment and installation of components. 7necessary. L 6.This design is furnished subject to the limitations set forth B. Design assumes adequate drainage is provided. `R R 11.-� III I I II 11111 1110(III I I I Ii III TPIIWrCA In BCSI,copies of which will be fumished upon request. 8 (Pines coincide witlates shall be h joint center ld on both ines.5. of truss,and placed so their center _ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basits ic connectodicate size r plf ate design ve In alues see ESR-1311,ESR-1988(MIN() EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' ' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. NOTE: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 windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc .0 PSF Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=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 complete specifications. 13-00 13-00 • 12 IIM-4x4 12 6.00 V 3 \I 6.00 li C. 0 o M-3x5(S) o M-3x4 M-3x4 , y 16-00 y 10-00 y 1-06 y 26-00 y y 1-06 • JOB NAME: 2610-B NH POLYGON - C4 Scale: 0.3053 �5��GPQNO�FA�s�/0A- WARNINGS: GENERAL NOTES,unless otherwise noted: 4�C7� /I ( ( I -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 92 P E 9f Truss: C4 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. Ade// 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...Alis., , DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M tr 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. : 6054141 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 72— 4? y 2o,�b�� design loads be applied to any component. and are for"dry condition"of use. O 4' TRANS I D: 40773 6 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 �A fabrication,handling,shipment and installation of components. necessary. `` `_ 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne both drainagecis provided.sFR R I�y I IIIII I VIII I 1111111111111 III VIII VIII II III 8.Plates shall be faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111EThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IC; 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12°0C. UON. not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12°OC, UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main ree-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components andd cladding criteria. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M2OHS,M1BHS,M16 = MiTek MT series Wind: 140 mph, h=15ft, 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. • Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4. 11-00 11-00 12 6.00 TIM-4x4 12 � 3 I 6.00 co 0 d 4 c7 0 0 ,-,„„„.„,,„-„,„„,,„,,.,,,„,.,„,„,,,„„„,„,,,,,„,,,,„,,,„,,,,,,,,,,,,,,„:,r1111,IIIIIIIIIIII,77,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.7 ' g M-3x5(S) 0 M-3x4 M-3x4 y y 12-00 10-00 y 1-06 22-00 ,i' y 1-06 JOB NAME : 2610-B NH POLYGON - D1 <(- PROPELS Scale: 0.3638 SCJ GIN SA°*- WARNINGS: GENERAL NOTES,unless otherwise noted: GVH /q�p-C 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 en individual _ll9 2 /I L �� Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cho ds 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 �L. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywood ing(TC)and/or drywail(BC). `- - 2x Impact bridging or lateral bracing required shed 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. -y_ f OREGON S ,� SEQ. : 6054142 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 b TRANS I D: 407736 design Toads be applied to any component. and are for"dry condition"of use, f 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 i0fr 14, 2°c�.A4 fabrication,handling,shipment and installation of components. necessary. • (e- necessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. `R R I I-� II I 111111 I I III 111111111 II VIII IIII III TRIM-CA in BCSI,copies of which will be furnished upon request. 6 Plates coincide ew located oint center lines9. s oft truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For�basits c connectorcate size oplate design values see ESR-1311,ESR-198B - p g (MiTek) EXPIRES: 12/31/2015 I"IIIIIIIII'I This design prepared from computer input by PACIFIC LUMBER-BC " LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 LOADING 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1504) 332 9- 5=(-311) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1500) 329 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN16 (or M,M2DHS,M18HS,M16 n MiTek MT series 0'- 0.0" -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Desipn 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 = 0.013° @ -1'- 6.0° Allowed = 0.150° MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 f NOTE:Design assumes moisture content does T not exceed 1996attime of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 6.00 system and components and cladding criteria. 44 0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �C (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1► load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 co O co o 1 '" 8 ge s o - O 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 )' y y )' 7-06-03 6-11-11 7-06-03 J, y 12-00 y 10-00 J, i-os y 22-00 J, J, 1-06 . JOB NAME : 2610-B NH POLYGON - D2 Scale: 0.2513 54'��\�7\7yG�7PN) /Oyp7Fq�ssi�A WARNINGS: GENERAL NOTES,unless otherwise noted: f 2 ( ( I _v.9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 P E Truss: D2 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. //► DES. BY: LJ 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 9/9/2014 responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ...,"01111.. the overall structure is the res onsibili of the building designer. 3.2x Impact bridging or lateral bracing where shown++ -0 (� SEQ. : 60541434.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 174 A-OREGONb A's- "! TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14,fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `Z Q'F' 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainageh is oftru ,provided. /1/ 7:?FR I Ly VIII III I VIII III I III I II VIII I I III 8.Plates shall be located both faces truss,and placed so their center TPIIWrCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. late in inches. For ibasits c connector cate size oplf ate 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'- 3.5' ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. NOTE:Design assumes moisture content does TC LATERAL SUPPORT <= 12°OC. UON. not exceed 19% at time of manufacture. BC LATERAL SUPPORT <= 12"OC. UON. LOADING 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. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16 = MiTek MT series ,7-10, WFRS(Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 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 3 Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. L N Of 0 ' 110111 AO515Pr 451 M-3x4 4 • y y * 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - El ��,E° PROFFe• Scale: 0.7460 �GJ� !\\YGIN b� �'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��. '7/7//r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '92 SPE '9r Truss: El end 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. , DES. BY: LJ 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.0.and at 10'o.c.respectively unless braced throughout their length by f dalliii° continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —r - 0 g 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG ,_OREGON lV SEQ. : 6054144 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / "1 O,`b' `� TRANS I D: 407736 design loads be applied to any component, and are for"dry condition"of use. s 5.CompuTrus has no control over and assumes no responsibility far the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 2-. �,r. fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth byB.PlatesPassumes al be dequate on ne drainage Is provided., MEh R!�� VIII I VIII I VIII I I III III II TPWJrCA In SCSI,copies of which will be furnished upon request. B. es coirncide with joint centetr linesh B.Digits s of truss,and placed so their center STT MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.For basic connector cate size oplf ate d sign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 111 I1II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES ,4WR/DDF/C =1 00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 Q 1-3=( 0) 76 2-5=(-51) 56 3-5=(-162) 161 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-115) 79 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0' -85/ 447V -36/ 98H 5.50" 0.72 KDDF ( 625) Connector plate prefix designators LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50° 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200° 4-11-12 0 T 3'(12 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10,2° Allowed = 0.320" MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479° 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.001/ MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1.5x3 4 NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting P system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIMIIIIIAIIIII In load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N CO c?'" � V O 0 2►� ►E45 1 M-3x4 M-1.5x3 • ), y ), 4-11-12 0-03-12 y y y 1-06 5-03-08 • JOB NAME : 2610-6 NH POLYGON - E2 Scale: 0.5786 ��t'7/7/11'\D�N°�pF�pes 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 92 SPE 91� Truss: E2 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 lop and bottom chords to be laterally braced atAllir '� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywooding(rC)and/or drywall@ / � C). ` !.- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed 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. -y OREGON 1.(/ SEQ. : 6054145 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, Li "y�y 2.c) .s r\ design loads be applied to any component. and are for"dry condition"of use. T' TRANS I D: 407736 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It 14, t�, fabrication,handling,shipment and installation of components. necessary. r _. _- vP 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne drainagehfaces is of sand �` R I Ly v I III I VIII III VIII NI III VIII IIII IIII 6.Plates shall be located both feces truss, placed so their center TPI/WiCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.F9. or basic its lcate size connectorof plate design values see ESR-1311,ESR-1888 (M�'ek) EXPIRES: 12/3112015 IIIIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-112) 82 1-4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=( -10) 5 LOADING TO 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 BC LATERAL SUPPORT <= 12"OC. UON. 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' -26/ 222V -37/ 94H 5.50' 0.36 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.0' -33/ 212V 0/ OH 5.50' 0,34 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.048' @ 2'- 7.5" Allowed = 0.479" MAX HORIZ. LL DEFL = 0.000' @ 4'- 10.3' 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000' @ 4'- 10.3" T T 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 Wind: 140 mph, h=20,5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWF.RS(Dir), 114111111 load duration factor=1,6, • Truss designed for wind loads in the plane of the truss only, Id) N to r,F cp o� 1 11.,..-"Ill WSN4 -/ M-3x4 • M-1.5x3 .1 1, 1, 4-10-04 0-03-12 1, ), 5-02 JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 �5<cvsw`°7/7//r 77y 7yN �Ffcod, WARNINGS: GENERAL NOTES,unless otherwise noted: �� 1 /r ! -vf/ 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 =92:4 Q P E f Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.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. / rhe'- DAT E: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) IS CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON (v SEQ. : 6054146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/ ��Y 20\t A, TRANS I D: 407736 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 Q '�Q, V� ' fabrication,handling,shipment and Installation of components. necessary. r ` 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne drainageh Is provided. �`R R I L," H II III I III 1111111 III B.Plates shall be both faces oftruss,and placed so their center TPINViCA in BCSI,copies of which will be furnished upon request. lines coincide with Joinze of t center linea MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E e In inches. 10.FF9. orits basio concate nector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIII11111IIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 1-2=(-151) 129 1.4=(-70) 92 2-4=(-225) 204 WEBS: 2x4 KDDF STAND 2-3=( -11 0) 5 • LOADING TC 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 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 2.0" 45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4° Allowed = 0.469° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL TL DEFL = -0.239° @ 3'- 7.6° Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3° NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0,'ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, - Truss designed for wind loads „iiiii 6.001/ in the plane of the truss only. to M in 0/-- 0 1►� 1.- 4 M-3x4 M-1.5x3 * )- y 6-10-04 0-03-12 * y 7-02 JOB NAME : 2610-B NH POLYGON - E4 ��` D PROFF8 Scale: 0.5003 c�� ,,oi �eq,., sr02 WARNINGS: GENERAL NOTES,unless otherwise noted: 7/ (r/ T -9 E4 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 g 92.O P E Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. .. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length by ` �� DATE 9/9/2014 responsibilitybuilding 9 sheathing such as plywood required ing(TC)and/or drywall(BC). / ':'t- the overall structure is the res onsibilit of the untiladesigner. 3.2x Impact bridging or lateral bracing where shown++ -�� I OREGON EGON ✓� 4.No load should be applied to any component after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (,7 h �` SEQ. : 6054147 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, TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. / q). 20\ Ps 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 14n , T' fabrication,handling,shipment and installation of components. Desessary. A.L n'1 7.Design assumes aredadequate drainage is truss,a �y/ n l-- 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center II I II I It 11111 IIIII VIII III III IIII TPVWTCA In BCSI,copies of which will be furnished upon request lines coincide withizjoint center linea _ 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cis spacinp.I BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND not esign 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 windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF vertical members (uon). Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=l.6, C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series 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 Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, bearing wall for entire span UON. 6-10-04 0-03-12 12 6.00 / M-1.5x3 3 u�E m �� '' li cp M-3x4 M-1.4 5x3 y y 7-02 JOB NAME : 2610-B NH POLYGON - E5 ��o PROFFs Scale: 0.5424 co G(N s4, WARNINGS: GENERAL NOTES,unless otherwise noted: _ CVS � /� / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =9 2 PE Truss: E 5 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. DES. BY• LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom cho ds 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 fi=r DATE: 9/9/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 3.2x Impact bridging or lateral bracing required where shown++ r Cr SEQ. : 6054148 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. �7G x_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, TRANS I D: 407736 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 '9Y 1 4 Q • O P� fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 41`R R I��' 111111 I II I I III DI III III IIIITP WVTCA in BCSI,copies of which will be furnished upon request. S.Ines coincide es ll ew with joint center tiness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 1 0.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 9'- 8.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TO: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=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 complete specifications, 4-10 4-10 T T • HM-4x4 2 I I 12 12 6.00 V '',I6,00 co O� MO Cr O./— c-.3' O M-3x4 c M-3x4 4 y y y 9-08 1-06 PR JOB NAME : 2610-B NH POLYGON - F1 Scale: 0.5555 <0 6‘..0.,„,}�INCO�pF(FT�s`�/p�1 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 111 ! ! ! `-v-q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '921 RE r Truss: F1 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 at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 411111.' DATE 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / '�'= the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON - ili SEQ. : 6054149 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 , y 20\�n s" design loads be applied to any component. and are for"dry condition"of use. / '9 l' TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 1 4, Q fabrication,handling,shipment and Installation of components. neessary. q+r h R'O- 6.This design Is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne bothdraface Is f truss, and '�'rC rl III 11 hill VIII I I II I 11111'11 till 8.Plates shall be located faces of placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E D.For9. Its basic connectordicate size oplplate te design values see ESR-1 311,ESR-1088(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 76 2.4=(0) 0 2-3=(-28) 90 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 OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -126/ 376V -7/ 58H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: 1'- 10.9' -145/ 190V 0/ OH 1.50' 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.f BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.014' @ -1'- 6.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0° Allowed = 0.200' MAX TC PANEL LL DEFL = 0.005' @ 1'- 0.8° Allowed = 0.097' MAX TC PANEL TL DEFL = -0.009' @ 1'- 1.5" Allowed = .0.145° MAX BC PANEL LL DEFL = 0.028' @ 4'- 4.6' Allowed = 0.450' MAX BC PANEL TL DEFL = -0.202° @ 5'- 10.2° Allowed = 0.600° MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � v V) cD cV r v - o� _ 0 ><4 M-3x4 ; y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-B NH POLYGON - J1 Scale: 0.5997 ��''�DGPNoF sso 17 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /q//r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '9 2.O P E -f Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown+. incorporation of component Is the responsibility of the building designer. _ .... DES. BY: LJ 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 plywood sheathing(TC)and/or drywall(BC). „00418/11m.- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 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. _-9!. w OREGON /'1 • S E Q. : 6054150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, !�.q y 20\�4`�/ TRANS I D: 407736 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 Q 1 4 A • fabrication,handling,shipment and installation of components, necessary. n[. 6.This design is furnished subject to the limitations set forth by7.PlatesPassumes locatedl be adeqon ne both drainagecIs sand M�h R �� V 11 111 I II I I I II Ii I 111 II I'll TPIINTCA in SCSI,copies of which will be furnished upon request. 8 acoincide with joint center lines.9.Digits s of truss, placed so their center MIT k USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 10.For basiciconnector te size oplate des gn late in values see ESR-1311,ESR-1980 P (MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 1-2=( 0) 76 2.4=(0) 0 2-3=(-59) 71 TC LATERAL SUPPORT <= 12°0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -68/ 442V -15/ 88H 5.50° 0.71 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -191/ 167V 0/ OH 1.50° 0.27 KDDF ( 625) C,CN,CIB,CNiB (or no prefix) = CompuTrus, Inc 10'- 0.0° 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.014' @ -1'- 6.0° Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0° Allowed = 0.200" MAX IC PANEL LL DEFL = -0.010° @ 2'- 3.7' Allowed = 0.246" MAX IC PANEL IL DEFL = -0.039" @ 2'- 0.7' Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259' @ 5'- 5.8" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' • MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9' NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. 3-11-11 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 9 in the plane of the truss only. 1 a 0 ni M o/- O/ 0 M-3x4 a4 • y 1-06 y 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 y JOB NAME : 2610-B NH POLYGON - J2 <<-9,0PROF4.6, Scale: 0.4872 43 (N s/O WARNINGS: GENERAL NOTES,unless otherwise noted: CV v'7/7///'Y -0. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '="92 P E Truss: J2 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. DES. BY: LJ 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.a and at 10'oz.respectively unless braced throughout their length by �'► DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �r/: .. 9 3.2x Impact bridging or lateral bracing where shown++ 4/ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -G, 4/OREGON o� �((, SEQ. , 6054151 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, TRANS I D: 407736 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 Q /4 '�- fabrication,handling,shipment and installation of components. necessary. �yQ" 6.This design Is furnished subject to the limitations set forth by7.DesignPlates shall assumes adequateated on both drainage isotrus,provided. �R RIO- Vl 1111 II III I ill Oil I ill III TPUWTCA in BCSI,copies of which will be furnished upon request. 8 necoincideew h joint center liness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=(-92) 86 76 2.4=(0) 0 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) OVERHANGS: 18.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.D° -67/ 508V -22/ 119H 5.50' 0.81 KDDF ( 625) Connector plate prefix designators: 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0° 0/ 93V 0/ OH 5.50" 0.15 KDDF C,CN,ClB,CN18 (or no prefix) = CompuTrus, Inc ( 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: Desitin checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238° MAX BC PANEL LL DEFL = -0.062" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4' Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding Criteria. 6.00 -' Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .4- c, o/- o"- C �� ► 4 M-3x4 y ./ 1, 1-06 (PROVIDE FULL BEARING:Jte:2,3,41 10-00 JOB NAME : 2610-B NH POLYGON - J3 - PR- s Scale: 0.4872 5� �/7( T rein so WARNINGS: GENERAL NOTES,unless otherwise noted: I -9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 0 P E r Truss: 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. Agile .. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L.1 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 `te �' DATE 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required here shown and/or drywall(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 60541524.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7fasteners 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_OREGON <(/ v/ r 2o\1A�/� TRANS I D: 407736 design loads be applied to any component and are for"dry condition"of use. / q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14,necessary. f�, fabrication,handling,shipment end Installation of components. 44[� 1.- V 6.This design is furnished subject to the limitations set forth byT.Designlatesassumes adequateatedon drainagehfcistrus,provided. CC`l R t- ii-- 6.I 111111 I III II VIII IIII I111 6.Plates shall be located both faces of truss,and placed so their center TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 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 a 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-36B) 172 • WEBS: 2x4 KDDF STAND 3-4=( -58) 27 LOADING TO LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0° 0.0" 0'- 0.0° -87/ 598V -30/ 151H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 10'- 0.0' -3/ 256V 0/ OH 5.50° 0.41 625)KDDF C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( N,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) 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 = 0.013° @ -1'- 6.0° Allowed = 0.150" MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.006" @ 5'- 2.5" Allowed = 0,370' MAX LL DEFL = 0.000" 8 0'- 0.0° Allowed = 0.078° MAX TL CREEP DEFL = 0.000" 8 0'- 0.0' Allowed = 0.105° MAX BC PANEL TL DEFL = -0.414' @ 5'- 0.9' Allowed = 0.589' 7-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.3" 'i 1' MAX HORIZ. TL DEFL = 0.003° B 9'- 8.3" 12 NOTE:Design assumes moisture content does 6.00 (A not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 44 load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 <r CD Truss o �_ IllPI %t.,lIlIlhhth_ ,i... (=:, =�5 -V M-3x4 M-1.5x3 y y 1-06 (PROVIDE FULL BEARING:Jts:2,4,51 10-00 JOB NAME : 2610-B NH POLYGON - J4 ��4 pROF�s Scale: 0.4872 �\-J �'oI/1,vPI s<22 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct' 7n r ` -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 2 0 P E Truss: J4 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: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...".481,10._� DATE: 9/9/2014 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. OREGON SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .�I-- 2/ 2 '\�. ��; design loads be applied to any component. and are for"dry condition"of use. / '9 y Q A TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes foil bearing at all supports shown.Shim or wedge If O 1 4 c fabrication,handling,shipment and installation of components. necessary. 't' R R Qj 7.Design assumesadequatene draboth face isprovided.truss, a. ` O,. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IN 11111 VIII VIII VIII VIII II (III TPINVrCA in SCSI,copies of which will be furnished upon request. lines coincide with ize joint center lines. . MITek USA,Inc!CompuTrus Software 7.6.6(1 L)-E 180.ForDlglts basic connectorindicates¢ of plateplate designininches.values see ESR-1311,ESR-1988(MITek) EX P I R ES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF%Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-67) 15 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: 16.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0° -123/ 429V -7/ 58H 5.50° 0.69 KDDF_ ( 625) 1'- 9.2" -70/ 42V 0/ OH 5.50° 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7° -22/ 42V 0/ OH 1.50' 0.07. KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200° 1-11-11 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° MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 .' load duration factor=1.6, Truss designed for wind loads 11 in the plane of the truss only. 0 szro M 0 • O 0 2 1110- 11 4110.---- 1 M-3x4 y y y 1-06 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : 2610-B NH POLYGON - SJ1 Scale: o.sss6 �\�,��ED PryNOtp7F/p�ss/p WARNINGS: GENERAL NOTES,unless otherwise noted: If�// I �-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC 7 2 4 0 P E f Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. _ . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at constructionDES, BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/► continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). :. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere 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 44/ SEQ. : 605 4155 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/ "�� 20 Nb'�` TRANS I D: 407736 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 14 RIO- fabrication,handling,shipment and Installation of components. necessary. C v 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainageh iso truss,a /1/is R R I L�- II I I III I I I III I II I II'III III) 8.Plates shall be located both faces of truss,and placed so their center ' TPI/WfCA in BCS',copies of which will be furnished upon request lines coincide with joint center lines. 9. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E late In Inches. 10.FFor basicits conncate ector ple of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ` IIII11111lIIIThis 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-73) 30 ` TC LATERAL SUPPORT <= 124OC. UON. LOADING BC LATERAL'SUPPORT <= 12°OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18,0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -52/ 60V 0/ OH 5.50° 0.10 KDDF ( 625) C CN,018,CN16 ( p or no prefix = ormpuTrusLL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 csf) uplift at 24 'no soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" -/ MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9° l NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. ligi Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o/- C3 111 o� 2'/ a► 1 M-3x4 J, y J, 1-06 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME : 2610-B NH POLYGON - SJ2 Scale: 0.7754 �c�,�'��^jyOGIPNJCO,Q�F`.0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��- + /7r r I 0-9 0 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an individual 92.O P E Truss: SJ 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. Air - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by _� 1- continuous sheathing such as plywood here and/or drywall(BC), ...,0".?_.to DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON 1.4/ SEQ. : 6054156 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-- 2y 2.0 A-- `,� design loads be applied to any component. and are for"dry condition'of use. / -1 l-- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 Q, VV'' nfabrication,handling,shipment and Installation of components. Decessary. A R R I L� 7.Plates assumes atedadequate draface is provided., 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 111111111111111111111 VTPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIl01 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 12.0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -95/ 431V -22/ 119H 5.50' 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.7` -67/ 144V 0/ OH 1.50' 0.23 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.014' @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'• 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003° @ 1'- 0.1' Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004° @ 1'- 0.1' Allowed = 0,067" 6.00 3 MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'--10.9" ' 41 '' NOTE:Design assumes moisture content does not exceed 19h 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), v load duration factor=1.6, o Truss designed for wind loads mD in the plane of the truss only. m . o,...-.. 0 o� 4► ---/ M-3x4 y y y y 1-06 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 �, .,w-. ,96,O[��`r6/� WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7! 1 I -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 '9 2 0 P E f `. Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: LJ 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 110110°' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�.- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 411 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G/ OREGON O� A.SEQ. : 6054157 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, TRANS I D: 407736 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 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and installation of components. necessary. e. �� 6.This design is furnished subject to the limitations set forth by7.Designlaes shall be assumes adequate on ne both drainage is of truss,a SER R I I,� 1111 I I 11 II I I 110111 I II III TPWIrCA in SCSI,copies of which will be furnished upon request. 8 Ines coincide with joint center liness truss,and placed so their center _ MiTek USA,Inc./CompuTrus uTrus Software 7.6.6 1 L-E e.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 !MUM This design prepared from computer input by. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' TC: 2x4 KDDF TR BC: 2x4 KDDF H1&8TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 SPACED 24.0' S.C. 1-2=( 0) 76 2-4=(0) 0 , IC LATERAL SUPPORT <= 12°0C. UON. 2-3=(-138) 63 BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0,0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -52/ 374V -30/ 151H 5.50° 0.60 KDDF ( 625) C,CN,Ctor plate B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -111/ 291V 00/1 OH 5.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 7'- 11.7" -90/ 193V 0/ OH 1,50" 0,31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 List) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 = 0.013' @ -1'- 6,0" Allowed = 0.150" MAX TL CREEP DEFL = -0,014° @ -1'- 6.0° Allowed = 0,200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008° @ 1'- 0.1" Allowed = 0,067' MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9° 12 6.00 D NOTE:Design assumes moisture content does '+ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21,2ft, TCDL=4,2,BCDL=6,0, ASCE 7=1Q, (All Heights), Enclosed, Cat.2, Expb, MWFRS(Dir), load duration factor=l,6, • Truss designed for wind loads in the plane of the truss only. cr 0 -tt co • o,- Mign 0 1.-2."--,...14�� M-3x4 ' y y y 1-06 2-00 5-11-11 y 'PROVIDE FULL BEARING:,lts:2,4,31 JOB • • NAME : 2610-B NH POLYGON - SJ4 ,Q,c.0PROFfi, Gj a Scale: 0.5260 �� G(. P O WARNINGS: GENERAL NOTES,unless otherwise noted: ./p_7 (�-(yQcsj Truss: $J 4 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 and Warnings before construction commences. building component.Applicability of design parameters and proper 92 �PE p� 1 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY; LJ 3.Additional temporary bracing to insure stability during construction gtop 2.Design assumes the and bottom chords to be laterally braced at DATE: is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'c.c.such a respectively unless braced throughout their length by 9/9/2014 the overall structure is the responsibility of the building designer. 3 continuous sheathing such as plywood required Ing(TC)and/or drywall(BC). �_ where shown++ 4.Na load should be applied to any component until after all bracing and 4.Ir sfallstion ofact truss is the responsor lateral ibility f the respective contractor. `,� SEQ. : 6054158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� B_OREGON /� TRANS I D; 407736 design loads be applied to any component, and are for"dry condition"of use. v/ `V 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 zO -elk 14, 4, ZOO �� r11 fabrication,handling,shipment and Installation of components. necessary. 1111 ILII I III �� I I III 6.This design Is furnished subject to the limitations set forth byB.DesignPlatesassubemes adequate one drainageth iso trussed. TPIIWrCA in SCSI,copies of which will be furnished upon equest, B. ncoincide located Jjoint centerlines.Ilness of truss,and placed so their center �`R R I�� MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1989(MITek) EXPIRES:12/31/2015 4-19- k RoseburgJ6 MAIN RECEIYED4 pm A Forest I'r d:Ic'ts Cornp.,t, (` 1 of 1 CS Beam 2016.4.0.5 DFC. 06 2018 kmBeamEnjine 4.13.19.1 Materials Database 1547 CITY OF 1'K ARI) Member Data WILDING DIVISION Description: Member Type: Joist Application: F Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 Ir n} 'Tr / 14 0 0 / 12 0 0 / 9 ° 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 413# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 382#(238p1f) 103#(65p1f) 2 1028#(642p1f) 308#(193p1f) 3 334#(208p1f) 79#(50p1f) Design spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int. Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" U737 6.42' Odd Spans D+L LL Deflection 0.1847" 0.3445" L/895 6.42' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L. HENDERSON EWP MANAGER Strong-rte Copyright(C)2016 by Simpson Strong-Tie Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 lesign must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 5n3-858-AnRI CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: July 19,2019 Number:CT-60 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Plan 2610ABD—Shearwall Clarifications Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace SF' project located in Tigard, Oregon. For plan types 2610A, 2610B and 2610D, the front living room shearwalls (first floor) are P2 shearwalls. The structural calculations incorrectly show that the living room walls are double-sided 2P3 shearwalls. Please also note that the rear garage shearwall (first floor) is a P3 shearwall and the kitchen/garage shearwall (first floor) is a P2 shearwall. The structural calculations incorrectly show that the rear bedroom shearwalls (upper floor) are double-sided 2P3 shearwalls at the first floor. The rear bedroom walls do not occur at the first floor level. 4 %Iq. 1 �R ,��1NA 91��<�. vl,Q�' SFS T. G� ` 07/19/2019 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 19, 2019 Distribution: Contact Information: Allyson Armstrong City of Tigard David Burnett Milbrandt Architects R:\15238 River Terrace SF\Bulletins\15238_2019.07.19_CT60_Plan 2610ABD-Shearwall Clarifications.doc Structural Engineers MST ZOla - O02 Co I(4 55 .w TrakJn5vuL6 Sr LEGEND: °""'"""%�� —ss SANITARY SEWER Pacific CITY y1 ARD Community ppr�v� lannin --SD STORM DRAIN Design —w WATER LINE Date, -9' J 12564 SW Main Streete i� © • MANHOLE Tigara,OR 97223 [T]503-941-9484 ClMat: V ■ CATCH BASIN DATE: 07/15/2019 0-0 STREET LIGHT REVISIONS _ _____ STRAW WATTLE PERIMETER NO. DATE DESCRIPTION __ i l� �J I CCCOCD EROSION CONTROL TRACT M �.w 8.,,. "`Fc DETACHED MIN. SETBACK SUMMARY w � .: 283.5 r.,4j—285.3 N PORCH SETBACK: 8' __ JUL T BUILDING SETBACK: 12' JUL 1 8 2019 ;, __ c-,--- c)5 _ !Li ; EET I Imo.t'-'' '' .------1 / S: 8' P.0 E. / 12.1 I r N. I ALLEY/PRIVATE STREETS: 3' 1 I I FFE: 286.0 1 _4_ I REAR SETBACK: 15' 1 I GFF:284.7 REAR SETBACK AT ALLEY/PRIVATE: 0' / Ir REAR COVERED PATIO: 10' f '; BUILDING: GARAGE: 11 I , 1 26106R I PUBLIC STREETS: 20' E f L, I / f I �q ALLEY/PRIVATE STREET: 3'-5' O I - 1 1 O L c, / I 36 I / � 37 CO 38 �' O 0,1 1 I 1 r� 2,880 SF 6 4.5'I v —►1 I 5/.5' I : l / LOT COVERAGE: co J POLYGON I If Io 1 7r LOT AREA: 2,880 SF 1 /00 f l0 ti AT ROSHAK /1 t I / / - ---- BUILDING FOOTPRINT: 1,309 SF 3 II 6.0' PORCH J'` I°– - RIDGE -° w...2 --- -P.0- - / I 1 19.0' _,JL_ —,— — — COVERED PORCH: 172 SF a ____ _ ____ 4_Ici_ - - -- -13.6' - - — - - - - --m 285.9 CANTILEVER LIVING SPACE: 45 SF 8 36.0' SIDEWALK ,- WATERS,, COVERED PATIO: 0 SF } METER , LOT 37 All o 83.7 ;' i DECK AREA: 0 SF I, o �� >__ 1 „i,. �� PLOT PLAN i o �'` �� TOTAL COVERAGE: 1,526 SF o PLANT (1) STREET TREE: co DOVE TREE / �..._ 53.0 % ' A Ai, A 2 S'STORM LATERAL IF SS — DAVIDIA INVOLUCRATA SS D- SANITARY 1 1 ; r IMPERVIOUS AREA: 1,753 SF `-o "' SW TOWNSVILLE STREET LATERAL \ ,._.._._\ , �\ as ... .......1 [ \ as r as 0 0 2 POLYGON NORTHWEST (360) 695-7700 o PROJECT NO.: 395-010 TYPE: CONSTRUCTION 2 1 W■7 REVIEWED BY: CMH LOT 37 (R-12, SMALL) SCALE 20 M CASEFILE(S): POLYGON AT ROSHAK RIDGE PDR 201500002 16855 SW TOWNSVILLE ST 1INCH=20 FEET z PDR 2016-00002-00006 m r Adm „ PACIFIC LUMBER COPYRIGHT 2013 ROSEBURG FRAMING SYSTEM'" —K ry a.�NR ,I� ' quality engineered wood products for today's builder- - These plans and the designs are copyrighted under Federal Law by Pacific Lumber Company 2015. I The plans may not be re-used or copied.in whole or part,without written permission from Pacific Lumber RI G I LAM-LVL RI GI D RI M� copyrights to,and ownershi of the plans.Use of these plans byanyother taaer‘...,...0., souv BLOCK ALL„�F,,,, Posrs PnoN nBove Company, R>.Ia,. To ee�F,nwsELOW. uppli retainsaP M,� ,,III wsrr,a�sariYOC.K5 product supplier other than Pacific Lumber Company Is strictly prohibited.Unauthorized use or ROSEBURG FOREST PRODUCTS tOSFe1RR9 fOQSIPROOUCTS „�. Pen ver.�a la.N�Tw copying of these plans,infringes rights under the Copyright Act.Infringes face liabilities that include -- BELOW TA POST ABOVEKs na 9 P 9 99 � `` i BELOW TO POST ABOVE. penalties of up to$20,000 per work infringed,and S100,000 per work infringed willfully. QIP!. 40 RPI Jo /- II ,-.,-.1.-r,-,- h CONTRACTOR NOTES: pE5/6N NOTES: .<..R..•.. 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS .F- ,...•_:�,-+ 2)ALL FOOTINGS PER DESIGNER'S PLAN DESIGNED TO MEET OR (UNLESS NOTED OTHERWISE) EXCEED THE LIVE LOAD 3)ALL BEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA RFPrBLOGKING PANELS PITH BEARING NALL ABOVE POST LOAD TRANSFER DETAIL (UNLESS NOTED OTHERWISE) OFL/450 N.T.S. 5T.5. 4)USE CAUTION WHEN CUTTING FLOOR LOAD/N6: FOR PLUMBING 40psf LIVE LOAD 5)PROVIDE PROPER SUPPORT AT ALL 1 2p5f DEAD LOAD SHEAR W ALLS SLEEPING AREAS: I I 1 I 30psf LIVE LOAD 1 2p5f DEAD LOAD ROOF LOADING: 25psf LIVE LOAD 1 Tpsf DEAD LOAD . I— WHERE PLATE NAILING AT WHERE PLATE NAILING AT SHEARWALL ABOVE SHEARWALL ABOVE EXCEEDS ONE ROW, EXCEEDS ONE ROW, PATIO PROVIDE ADD'L BLOCKING PROVIDE ADD'L BLOCKING PATIO OR WIDER RIM MATERIAL OR WIDER RIM MATERIAL AS RED'D. AS REQ'D. WHERE PLATE NAILING AT 1 R1 SHEARWALL ABOVE R1 EXCEEDS ONE ROW, ..o...._.......,.__. -- CKING 1 R 1 R 1', =. --- R 1I�I�h_ -- PROVIDE OR WIDER RIM LMATOEiRIAL L. — -1 F,POL-L1,1005N-2 53 (MAIN) 261013 J6. Mrk* I Material I Width I Depth I Grade 104 I Out Lth I Tot Lth y__ 14 ' II R1 OSB Rim 1 9 1/2 6 16 96 J1 RFPI-20 1 3/4 9 1/2 1 10 10 r--'—--�-'— }J6 ° � � V V J6 J2 RFPI-20 1 3/4 9 1/2 2 2 4 R11 R1 9 0 R1 R1 .J3 RFPI-20 1 3/4 9 1/2 1 8 8 ---- -- ---- ------- !!! -___. ..__........... _ ..._.__. fV N - --___ .._.._. .._..........._. J6 ----- - -- ----.- J4 RFPI-20 1 3/4 9 1/2 _ 3 18 54 rr JS RFPI-20 1 3/4 9 1/2 _ 1 28 25 _------ I'Jb ® - J6'= '-I J6 RFPI-20 1 5/4 9 1/2 15 26 390 O O _ Si RigidLam LVL 1 3/4 9 1/2 1.5E 1 15 18 I '" N o1 Jb i B2 RigidLam LVL 1 3/4 9 1/2 1.5E 1 28 25 1 _ _ J.1 a JB 1 BI-K6 RFPI-20 1 5/4 9 1/2 20 5 60 ..._.. ._________--_-- --J6 ----- ------_.1 . WHERE PLATE NAILING AT ------ --..__. ......... II = ----- SHFARWALL ABOVE Accessories EXCEEDS ONE ROW, -- -= N cV ==J6-- PROVIDE ADD'L BLOCKING1 2'-0" 1 4'-0° H1 ITH01 T 950-or-ITT9.5 4 OR WIDER RIM MATERIAL Jb6 = —JS-- AS REQ'D. - 1 4'-0° 1 2'-0" - J 1: '6 I - . -J —=J- R1 J51 ✓ _ JE51 R1 J-1 J4 Ji 1 151 J-1 _-. _ - J1 R 1 ^� 21 IMPORTANT/ b J1 — RGUIDE FOR AEFERENCE LLTFRAMINGN START START I DETAILS AND I-JOIST INFORMATION PORCH _ FRAMING FRAMING u, PORCH LEGEND: HERE HERE 0-� J - Pacifi umber NI ( H }--HANGER GALLOUT - �®/ =SUPPORTING POST & TRUSS COMPANY ® • _-POST LOAD ABOVE CONFORMS TO DESIGN CONCEPT R -RIMBOARD ® CONFORMS TO DESIGN CONCEPT WITH 5950 JEAN ROAD LAKE OSWEGO,OREGON 91035 (503)858-9665 LB -LVL BLOCKING REVISIONS AS SHOWN PLAN DESCRIPTION/NUMBER: 26 10 B JB =JOIST BLOCKING ®coNFoxms To DESIGN s soesa ❑ NON-CONFORMING-REVISE AND RESUBMIT CUSTOMER: POLYGON J -JOIST CALLOUT NE'^nr uNmN�mW. THIS SHOP OWNING HAS BEEN mum FDR GENERAL CONFORMANCE PLAN DATED: 4/23/1 3 0 NON-CONFORM.-REViSE BRESUBMR PITH THE DESIGN MEET ONLY AND ODES NOT RELIEVE TiE B =BEAM(FLUSH w/JOIST) - FuBRI CATGR'VENDOR OF RESPONSIBILITY FOR CONFCRFRIILE SITS THE HDR =HEADER(BEAM BELOW JOIST) MAIN FLOOR JOIST LAYOUT ,,� A , TEl T inR ER RAO NEECICTFTRACTO PLLLL SERIF HALL DIVERin EMP DESIGNER: KAM/BELWOOD DATE: 1 1/1 2/1 3 OVER THIS RING DRAWING. Fou lCSE SMA LF VERIFY AVE DI VERSIONS. 830=BEAM BY OTHERS SCALE: 1/4"- 1'-0" �� N . 9/221"[(I S By: Todd B.Eaton INC''''SnOtmOr 14,VIII aYMILBBeANDT ARCHITECTS CT ENGINEERING PL 1 3-253 (MAIN) SHEET: 1 of 1 ✓" n CONFORMS TO DESIGN CONCEPT POLYGON 171 CONFORMS TO DESIGN CONCEPT WITH 14" OPEN WEB JOIST @ 19.2" O.C. 2610 BC REVISIONS AS SHOWN Z CONFORMS TO DESIGN CONCEPT PL13-290 UP H ❑ NON-CONFORMING - REVISE AND RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH 12/2/2013 THIS SHOP DRAWING HAS BEEN REVIE ED`FOR GENERAL CONFORMANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING—REVISE&RESUBMIT Products FABRICATOR/VENDOR OF RESPONSIBIL TY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIO S ALL OF WHICH HAVE PRIORITY THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PIotID Length Product Plies Net Qty OVER THIS SHOP DRAWING. CONTRAC R SHALL VERIFY ALL DIMENSIONS. WITH ADOES NOT RELIEVE THE BRICADESIGN TORNENDOR OF RESPONSIBILITY DFOR CONFORMANCE WITH DESIGN RM1 36-00-00 1" X 14" APA Rim Board 1 1 By: Todd R. Eaton Date: September 19, 2014 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE RM1 17-00-00 1" x 14" APA Rim Board 1 1 CT ENGINEERING INC PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukui Date 9/22/14 _ RM1 13-00-00 1" x 14" APA Rim Board 1 1 MILBRANDT ARCHITECTS RM1 3-00-00 1" x14" APA Rim Board 1 1 RM1 2-00-00 1" x 14" APA Rim Board 1 1 BM19 15-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 2 1 BM9 10-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 9-00-00 BM7 BM18 8-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 1 BM3 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1.5 RigidLam LVL 1-3/4 x 14 1 BM10 BK1 6-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 ° B I 1-07-03 BM3 6-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 ° ° a ° "Y Fu A BM11 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 F--_-1B t Y Y __ ° BM191i.. FO9 Ica BK1 4-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 II FO F03 BK1 3-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 �' 7 ° F06 ° BM4 3-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM10 26-00-00 3-1/2 X 14 BIG BEAM 1 1 I F07 m', 19-05-00 fr ° F06 ° BM8 14-00-00 3-1/2 X 14 BIG BEAM 1 1 `1 Fol 'II ° F06 ° li J 2_ BM2 10-00-00 3-1/2 X 14 BIG BEAM 1 1 A F07 0 ®1p ° ° o . ` ai o BM1 18-00-00 5-1/2 X 14 BIG BEAM 1 1 -- BM3 ® • F 4 J W < O BK1=BLOCKING Q 0 J 0 RM1=RIM BOARD 2I, W i. ° 05 * ° a 5 0 < = ACCESSORIES QTY 1BM4 Q W - Ic-- 1Ii ° ° F02 ° WCC , F- 0 TH017140-2 43 ili Ila 9 P ° , (} (i) I 0 HUCQ1.81/11 6 II FOX- I I F02 ' I— o 0) — I o ° ° ° I q .I 0 CC J 1x14 OSB RIM FOR SHEAR BLOCKING 28' F1,',t FDG a Z W Q 21 1 F02 > O 0 SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN m, Fi p ° ° a. I�—� — ° ° ° c Z ( § Q HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. I F02 �'I I W W W FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA BM3:> I ° ° ° I— w00) B ° >. s ° r02 ° Ir X C0 W FLOOR LOADING I Fu 1 h V F02 W _,7 40 LL I � f W Y 0 15 DL I °FO ° .I I ° ° F02 ° �� 1-1-1 OUpCil 1. ° , � QoO � F� * ° I . 19-03-12 F02 — _ I. FO ' ° 1 1 ° ° F02 ° i. Fo3 ..I Ah 6 F02 * ° 0 JOIST WITH RIM m i-_—__. �M 4---- I II F1� w O II °-0 � m F1 z° Fll ° ry Pacif4umber ___,,_ BM9 ° ° oBFa--N RM1 — O -0 -0 U) z• N N O n m . . _ OIi o a o o -i r • EU W H O = n• Zm O I z Z ;19, Z 10'-0'SET BACK o = r- * VERIFY o 1a-0' -I 20 m n Z 61'-31/2' o T 1/2' 3TC' 16'-6' o o � � � I- T-2' �- I 3 • m � o E5 - Ca) tu (74.19> \ (3740)> ( )> Q- : 1 m m m co i D (-75 (p _ WI m N _ \ I N v,• w N , cm 1m j 64• 3 a ! 3 3 3 Cn -� M •r_ __ i ? o 0 91 W T ! I —_I .. <waa N 11 m o r- � , < I f , bNI 3 o m-i'UO D .t . r ifi Q �m(ocnm ED -00 N 1 0 b p ZSzoclzZA�m 117777 o 6 Q ; 3 E o L� b ■ a ,mm,zzm�Glsc>vA \ NCe ti; .T.OgPrilKOMOmZ Q /w y ; 0ociZT��Tm �m V i b B E �e e co g3 ! 3 3 % 1.+ m O ��mmoZoo�Coo CJp . I !?.\\\ , - OmmC-PmZ'-CO Z< Q a • -a' a IUPII .. `r.P'Z ri, i =� �_ ? 0000 0) Z C C b ■ n - , -' E1 - _ ; , , 5',31/2" - _ _ m :11 ;11: 1:114 5'�1/2' I. 39'-6' -i- 16'-8'o 0. 61-31/2 y IXICONFORMS TO DESIGN CONCEPT o n CONFORMS TO DESIGN CONCEPT WITH = o REVISIONS AS SHOWN ® NON-CONFORMING - REVISE AND RESUBMIT 0 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE (1Eiji5 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Co c FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE :,-1 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY N OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 N c> CT ENGINEERING INC LEGEND: _ —ss SANITARY SEWER Pacific CITY TIGARD —SD STORM DRAIN Community , prc Y Planning Design w WATER LINE I 12564 SW Moin Street , }� © • MANHOLE Tigard,OR 97223 Date:f III 503-941-9484 Initials: �' II CATCH BASIN DATE 07/15/2019 0 STREET LIGHT REVISIONS __ _ — __— STRAW WATTLE PERIMETER NO. DATE DESCRIPTION /� I EROSION CONTROL 1 TRACT M , IA x 00 00 DETACHED MIN. SETBACK SUMMARY sg � ' „_ N 283'5 2/-285.3 N PORCH SETBACK: 8' '�...-.I ,.�.� __...-•136.0' BUILDING SETBACK: 12' JUL 1 8 2019 —_--,_-_-_--5.0'_< / /. SIDE SETBACK: 3' CITY , liCi t SIDE FACING STREET: j H__- 16.01--1 I ,'I �� 3UILU'NG DI` 1',�.,1�. r PUBLIC STREETS: 8' 3.0' . 1 I ,j ALLEY/PRIVATE STREETS: 3' P. , i ; 1 L.I " I I REAR SETBACK: 15' I �° I FFE: 286.0 t / i i GFF:284.7 1 I I REAR SETBACK AT ALLEY/PRIVATE: 0' ", / /I I I I r1 I I I r REAR COVERED PATIO: 10' BUILDING: I GARAGE: _ I 2610BR I - [ F / L 11 I i jA' PUBLIC STREETS: 20' a 1 c ALLEY/PRIVATE STREET: 3'-5' I I I i I : i,j 37 �� 38 00 o I I N 36 Ir 2,880 SF j 4.5'H i TJ i — —a I .5, / LOT COVERAGE: M , ~ e POLYGON EU m� J I LOT AREA: 2,880 SF N 7/ I / ATROSHAK 6. ' ---- BUILDING FOOTPRINT: 1,309 SF PORCH I o____o--- - _° - - - -P.U.E. • I :1 __- - - - 1=� _ —I RIDGE a I _ _ _ 19.0' I _1 _ — _ _ _J COVERED PORCH: 172 SF - -- 13.6' - - — - - - - 285.9 • CANTILEVER LIVING SPACE: 45 SF \ 36.0 SIDEWALK .. WATER;, ,/' COVERED PATIO: 0 SF I t� s LOT 37 �„ 283,7 N , METER I' l DECK AREA: 0 SF Q lr �\ Q �\� 1C �+ F PLOT PLAN o V ` I TOTAL COVERAGE: 1,526 SF / --/ - ' A A ,-,'' PLANT (1) STREET TREE: Lo r DOVE TREE / 1- 53.0 % S'STORM LATERAL r SS DAVIDIA INVOLUCRATA SS a 1 6 SANITARY SW TOWNSVILLE STREET IMPERVIOUS AREA: 1,753 SF LATERAL E ,...nOS\ i \ as as Tr 0 c. a POLYGON NORTHWEST (360) 695-77000 Q PROJECT NO.: 395-010 0` O V 2 S 1 W7 TYPE: CONSTRUCTION REVIEWED BY: CMH Fp LOT 37 (R-12, SMALL) 0 SCALE10 20 M CASEFILE(S): POLYGON AT ROSHAK RIDGE PDR 2015-00002 z , • PDR2016-00002-00006 16855 SW TOWNSVILLE ST 1INCH=20 FEET