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Plans (139) C. C:4? 1 lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 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. �ti,cO PR(7,�Fss 41.1 ��5 �4GINEE Q2 87 2PE 'O>,OREGON cta 0�� BER 1� 4 6' A. He?,- EXPIRES: eREXPIRES:06/30/2015 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 ANSUTPI 1. Job Truss Truss Type Qty Ply 2610 BC R42684373 PL13-290 UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-xz31NiD3wNn_Oyv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 I 1}5-411 1-2-0 I I 0-11-8 1 1 1-2-0 11 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e • e _ e- 4 o e o - • e, N e e e e e 1' 17 16 15 14 13 12 3x4 = 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 B-}}t2 ft 5-121 13-3-12 18-10-121 1 16-9-12 I 8-2-4 o-t-'8 -7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge),[8:0-1-8,Edgel,)9:0-1-8,Edge),116:0-1.8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 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 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 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(lb)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 ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard C. o PROFe 6161 'Ls 17 cc 870 2PE 7 NS1 s A„:62, ( REG0 /�4�'� Or�4rER 4\ Qy S A. HERS. EXPIRES:06/30/2015 August 25,2014 t 1 ®EVANIM3-Ves:fydesign patso gers and READ WITS ON MIS AM)MIMED KI REFERENCE Nf0E MIT 7473 mg.1/1lt/2014B1 EI/S€ ...., Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TP11 Qualtly Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Fine )bmstrer is spec Mesh the 4esign artist-es are those effEstive 00/OSf201.8 by MSC Job Truss Truss Type Qty Ply 2610 BC I 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 10-8-4 I I 1-2-0 I I 1-&8 I I 1-940 II 1-2-0 I I 1-4-4 1 1 1-6-0 I 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 _ • N 9/ ` O I N. 1 ,N /\8 8 • e44444444.- + O a N 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 I 8-3-12 .l0-121 I 13-3-12 if-10-1 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): (10:0-1-8,Edgel,112:0-1-8,Edge],113:0-1-8,Edge),(23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 Ina 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 2.0E(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) 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=1522/0,3-4=-1522/0,4-5=2658/0,5-6=2658/0,6-7=-3409/0,7-8=3409/0, 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=-858/0, 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. �� Nti PR 0 -e. LOAD CASE(S) Standard . � �) � 0/. 2 87022PE r i 7 �')),OREfa•N et6. , ©� �Or, wt3ER 1� Py A,. HER EXPIRES:06/30/2015 August 25,2014 ®w,4J(t+Ti/` Ver,'/ydellyn paraomtert and READ IC TES ON MIS ANL 3.UI E8 HIM REFEk€1 PAGE HIT 7413 arc 1,/29/28id t}SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'Tg�* erector.Additional permanent bracing of the overall structure o the responsibility of the building designer.For general guidance regarding l fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quarly Criteria,OSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 f15euttlern Pine WI lumber is Med ified„the deiignrvalues are those ce,anf2U13 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr6PV YjiOLJiKwoykJbQ 1-3-15 I I 1-2-0 I 0-5-1 I 2-6-0 Scale=1:11.4 3x4= 1 1.5x3 II 2 3 1.5x3 ll 4 3x4= 5 1.5x3 II J ee O 77777 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= 1-6-15 2-1-15 2-8-15 2110-7 5-11-0 I 1-6-15 0-7-0 0-7-0 0-1-83-0-9 Plate Offsets(X,Y): f2:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Ina YES WB 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 DF 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(Ib)or less except when shown. TOP CHORD 2-3=317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=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 �ti4,E PRFfi6, c 870 2PE '6),OREGON fiz, Q4/ A. HE EXPIRES:06/30/2015 August 25,2014 a 1 tf`A.�tN1745-Yei fg design parameters and REAP WITS O,YTHIS AM DUMB 14S3EC REFERENCE PAGE ff117 413 sr_x 1,125/2014 itEMNELSE �R Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ■��T��* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,056-89 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 Plsre(SP)Welber is specified,theses ger whir.are P ect;vo Ospcaz falla bat AMSC Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13.290 UP H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP I 7-2-4 I 1 3x4= 2 1.5x3 II Scale=1:6.8 0 N - C r >N < X A 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCESforces 250 Ib or less except when shown. (Ib)-Max.Comp./Max.Ten. All ( ) 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 <-N-W) PR QFs 4t• 87022PE r l co N 70 ,-- i\f 4).),OREGO q���/ On ER \'0 P� ` A. He EXPIRES:06/30/2015 August 25,2014 r A k1ARNIMS-Ve:ifydes(grapararawersand 7SS 7CO 7NMIXED ZSANDIXEF7i477E7fREFERENLEi� NU 7473mzI/P3/2414BS Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component.» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MST@�(.� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaHy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely SoutInformationSouthern d(iol superlfi thelntei WARPS are tlaoce•effece 312oA/01f 33byMSC 4 Citrus Heights,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 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-MXltOkGxCIAZtPetmgfHtegO?C2VOTBhocBR hykJbO 1 1-0-0 1 018.4H 1 1 1-2-0 I I 1-5-8 I I 2-0.0 II 1-2-0 II 2-3-8 I 2-6-0 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 r .11o e_ a e_ • e e _ - e -, ./ \ / N /—\/\ 5: .4 2 . 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 800-121 1 13-3-12 1-10-9 I 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0.8 Plate Offsets(X,Y): (10:0-1-8,Edge),112:0-1-8,Edgel,F17:0-1-8,Edge),121:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 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 Ina 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 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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 24-25=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=0/1016,4-24=-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=-2002/0,14-17=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 BSc be attached to walls at their outer ends or restrained by other means. �[� (� LOAD CASE(S) Standard G) 4 fQ 87022PE c' 0 7 'o GREG N t'4' 'Cbs, A. H . EXPIRES:06/30/2015 August 25,2014 4 _ i ®WA8NIMS-Ver.7ydesiggoparameters analREAD WYESONTHIS AM)Sri2I/!EDNIIEXR€€ERENLE NII.7473res1,/18/2hiSBE:OR E �r Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ». Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MTek` erector.Additional permanent bracing of the overall structure s the responsibility of the building designer.For general guidance regarding �M� 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N,Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 itcovatrheeoP ISP)wmtsetis specified,the design vetoesectvelis/ilSfma.SbyALSC Job Truss Truss Type Oty Ply 2610 BC R42684378 PL13-290_UP_H F06 Floor 4 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?eklp1OgFEQgnUaloSyJt2m-gkJGD3GazcIQUZD3KYAWQrDG?cNUIzTrlGx W7ykJbN 1 1-0.0 1 I _ 1 1-2-0 II 1-8-8 II 1-9-0 11 1-2-0 II 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 • •• s O •/-\ a I N O�-.•\e/r\e p - ' p - _ g N e o a o e o a • ydX' e p 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 /-15-121 1 13-3-12 It-10-1i 1 19-3-12 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): 110:0-1-8,Edge),112:0-1-8,Edge),113:0-1-8,Edgel,123:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 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 Incl YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (lb)-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. ,c,ktaO PR Op4. LOAD CASE(S) Standard C kAG1NE4 J 4,1 'cc, 8 12PE /C 7 '0,,, OREGO q, -41 Oss 4. HP EXPIRES:06/30/2015 August 25,2014 4 i AG1a4AtVI/C-Yes:/y deign parametlrsa,dREAD I/3TESGN/THIS,4Mit7 EL/LEDMITEKREFERENCE PAC-MII-7473mg.I,/25/201E8SIREISE .......' 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TPI1 Qunllly Cdtedu,DS$-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 d Southern Fina DP)lumber is specified,thedest n WoesarethetawBecti•e OG/03/2O1.3 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290 UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID_egh?eklplOgFEQgnUaloSyJt2m-qkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1Gx_W7ykJbN I 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II o b e a O 9 N N ket------ ° 1= 4+ 7 6 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � o PROFFS w � �4GINEeA. s/0 'c 87022P� < -$. OR GON evc 41/. CID :ERNER EXPIRES:06/3012015 August 25,2014 4 _ ®f4A.Rf/Jf/J-1rer,'yyvtes n rararee9rrs sad REM IC TES MINIS AND ZMI.ft0€D N1TEK REFERENCE PAGE MTI 7473 reg.1,129/201i BFFG8f f}SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibip"ity of the MIT@k* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlom alion available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine t tureger is specified,the design wanes arathose efiertiuc 06/01/2013 bvA:SC Job Truss Truss Type Qty Ply 2610 BC R42664380 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 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-lwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 1 p.7-8 ii 1-2-0 II 1-8-8 I I 1-9-0 I I 1-2-0 I I 1-5-8 I I 1-8-0 I 1.6.0 I Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • • •• •/-\ 4 / Na� �a�\a • -+ a / � • N 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 p-10-0/9-5-01 13-3-0 113-15- 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,Edge),112:0-1-8,Edge),113:0-1-8,Edge),(23:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/defl 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 Incl YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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, 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 Holz 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 ANSI/TPI 1. �Rta PR Opes 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 (.9 be attached to walls at their outer ends or restrained by other means. C ��I E€ (.9 fOI LOAD CASE(S) Standard 4-C 8 f 2PE ,r 7 N ., x, 1y ,0rk OREGO q' 11/ P 41, ft �,� ��q ` A. HERCN EXPIRES:06/30/2015 August 25,2014 0 t AIWNIM-4er•.'Pydes(u paraffiZiErSsuitREAD AGMSON MS AND Mat€DEDKIP(REFEREt;a PAGE Hff-7473reg.1/19/2Atd EgrAf ISE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown llIl is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the t�'6 T�'`* erectaIYi.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,emotion and bracing.consult ANSI/TPIT Qualify Criteria,DS6-B9 and SCSI Building Component 7777 Greenback Lane,Sufe 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pire fkP)Iumnber is specified,she designswaxes are these a#ectfivc O&jO3IYO1:5 byALSC Job Truss Truss Type Qty Ply 2610 BC R42884381 PL13-290_UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?eklp1OciFEQgnUaloSyJt2m-m6Q0eIIgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4= 2 1.5x3 II 3 3x4= 4 1.5x3 II s e _ 0 N 3x6= 7 6 1.5x3 II 3x4= 6-0-12 I 6-0-12 LOADING(pert) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud 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 Incl YES WB 0.18 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 puriins, 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 (Ib)-Max.CompJMax.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/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �t0 PROEMS 87022PE ,4), GREG•N BER 1� A. HsP EXPIRES:06/30/2015 August 25,2014 � r A t tcNINS.V&tydesgnpeiw>eersmtdREADETESONTESAM11161 E0 KIER REFERENCE MOEt91I7473€ec1/29/261/RENOREt Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure S the responsibility of the building designer.For general guidance regarding B fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Cltms Heights,CA,95610 1#scut:erea bts � IV*lu lumber .the si values tee- effective /G1/mis by ALtc Job Truss Truss Type Qty Ply 2610130 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 MTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-EJ_Or5JSGXg?MOye?gjDlUrj_g0?yGbHjE9f7SykJbK 1 1-0-0 10-11-4 II 1-2-0 II 1-9-0 II 1-8-8 ii 1-2-0 19=5,1211 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o e : NN:v > e :1 � N. -I 2 26 25 24 23 22 21 20 19 18 f 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= 2-2-4 12-913-4-41 7-2-4 17-9-418-4-4l 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0.7-0 0-7-0 11-3-12 Plate Offsets(X,Y): (4:0-1-8,Edge),f6:0-1-8,Edgel,(7:0-1-8,Edgel,126:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Ildefl Ud 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 Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=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=1933/0,3-4=1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ?`> (} PR Op, LOAD CASE(S) Standard {�NCi, GINEE:41 /O2 870? 2PE � cn 7'0.,'4,/OREGON r' , i 0 'OBER ‘ la A. H- P EXPIRES:06/30/2015 August 25,2014 4 t AWARNIM3.Ver:iydcsignrararsw€ersand READ ICTES OHTHIS NC IM1LIISFDMilEKREFER:MEACE 14127473rex.1/21/20PSB1R3REB,SE ith Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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,consul ANS1/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. = 6 Hate ISF)tunabeeis the values are�tbssa e4fective T&/II1f2Q13 byALSC. Citrus Heights.CA,95810 W Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290 UP H F11 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOuuDht4hlhQyuvCfuykJbJ I 2-6-0 I 11-2-0 I I 0-11.8 1 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 \ N o Alb. e a 4P 1- 17 16 15 14 13 12 354= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 IIS I 8-2-4 8-3.0-1412 9-51421 13-3-12 43-10-121 1 16-8-0 I 8-2-4 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,V): 16:0-1-8,Edge),18:0-1-8,Edgel,19:0-1-8,Edge),116:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 lncr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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/TPI1. 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 a<2'C\CI:DelP4E70, PRxfisc� 87022P- r" • " i ICV g. ."$, OR GON (-yam O4� fit' . `,Ii .0 4 A. HE¢1. EXPIRES:06/30/2015 August 25,2014 i ®1,01M6 Nerdy deai70 prame em and READ 1d TES 0/MIS AM L IUOED HHHTEK REFERENCE Alla HU 7473 me 1/PWf2MID DETDEUSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. mi .. Appficabitty 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 !T@fit= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control storage,detvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(Sp)tarn/Mr isspas €»ra design valuesate those affectiver6 laa1.5 beALSC 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 MTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-9-t1 I I 1-2-0 1 1 0-5-5 1 Scale=1:16.8 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 -.. .7.. -8 4 N 9e ee e .(h 1C 9 8 3x4 = 7 LXX 3x4= 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-I OT3 8-11-0 I 4-5-3 0-1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): 18:0-1-8,Edge1,F9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl 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 IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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 truss 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 (N•t\t,ce. 04 87022PE joi (---- - �(ick. ry ' o,,, OREG N q 'Q<t/ OSA. N EXPIRES:06/30/2015 August 25,2014 i 1 ® .RfNl _Verity deggn paran.wrrs and READ PC1ES ON THIS AND DEUCEDMf7E,KREFERENCEP fIll1473nrc8;'25/2#18BEFTFdISE . Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ! 'T�'!= erector.Additional permanent bracing of the overall structure is the responsibility of the buildingIYB R ding designer.For general guidance regarding B fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DS11-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ffSena/tem pine(SP)lumber issges d,the desi&srIre hides are these effectiveos/G1/2131 tsyAMSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. IDamage or Personal Injury MEDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS g g,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 may require bracingspacing, ,or alternaa. _ O O 3. Never exceed the design loading shown and never O 1111111611 1 iii 1 �� stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C e cel c5-6 designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that "6 Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING .......-• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. Mill MINI ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11110 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction.gg• e and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. ■ ` BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Mi-rANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MlI-7473 rev.01/29/2013 m -0 1. c_ N N O n mTalm06 O. A0 o-°, r�' m 6W W-~'L -< S 2 ZFFn. 0 Al ~o co = Z • v Z OA Z a = r 0 jo m Z 61-311Y 51-3112" I 39'x" I 16'-8' 1 O 5 Z 1 mm o y Oco r O la 75 I. 3 � 513112' � 01 1 q a - JO_ El , z 4 - ,'1 y C C G C CD oz oz z W, E2 (� N W N -.61 co m m co c. C7 / / o o 2 N 14 / m � _ Q . p p � p�Nm NAp p ti.._ p Z2zP�-W `, v a �2 fAmAZ 11.2.8 co `� • -• +pummpzap c ) 1, '� m PoUfi!; �d C. g0x' Z eI 1 Cp J2 IJ Z aig0 § (fin _ ^, J Jo N q '. f1 r Mir • 717 I T-31/2' I 37'.6' I 16'-6' 'a C B 61'-31/2' z In V) 1• 10'-0' -1 �� CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH _� ® 101-0"101-0"' SET BACK CONFORMS TO DESIGN CONCEPT WITH El2 VERIFY ❑ REVISIONS NOTED REVISIONS AS SHOWN ❑ NON-CONFORMING—REVISE&RESUBMIT ❑ NON-CONFORMING-REVISE AND RESUBMIT f1 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE O WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE n WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 9 DRAWI ATC K JENDCR of ANDSIBILITYPPLIC FOR CONFORMANCE YJI'FH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE e DRAWINGS,SPECIFICATIONS, APPLICABLE CODES ALL OF WHICH HAVE it 3 PRIORIYOVER THIS SHOP DRAWING, DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY "� w B Alexia Fukui Date 9 22 14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. CD 5 N MI L B R A N D T ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 1 CT ENGINEERING INC o m m1 TNOm a A O O y r A N r-- co co~ -< 0 a -- z.... 0 o z CO v Z iti10'-0'SET BACK 3 = O * VERIFY m -< 0 I 10'-0' -I 2.v rT1 61%3 1/2' x Ri Z iI T-31/2' I 3T-6" I 16'-6' 0 03 ro°n -ma 1 I E5 ,, ' `� as.* u�4► (1114* _ 51 4 1 . .----.Ai pi Z zi xi 65 CO a 1co Co rn 7`1 -'n N .: ■ W rn w m 2 2 2 ° rmeiCOO N f0 Co N -a W T rAmiN y J7� d G1 Iy� <1ty Ytl Al I ` ', SI `( h.? p9 N m 1 4 '7 a ZmW$�1Z1O � rt5 10Tw - �\I in v p A ,i 0 II (' ~ i;mr'uIi Er -n \`Q /o F.A11,,z.9,6-&,02q, w E2 (77 S,itir.wl i c VZ� Q '9 E4 2. — <(tese <q.er c g fool L 5-3112' I 391-6' i 16'-6' c r 61'-31/2' a N N IA . 'iv CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH 2 REVISIONS AS SHOWN = m ❑ NON-CONFORMING-REVISE AND RESUBMIT 3 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n c WITH THE DESIGN CONCEPT ONLY A.ND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Sill DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 17 m OVER By: THISTodd SHOPR. DREatonAWING. CONTRACTOR SHALL Qate:VERIFY.ALLSeptember DIM19ENSI, 20ON14S. z1. • g § CT ENGINEERING INC MiTek USA, Inc. l CompuTrus Software Warnings & General Notes WARNINGS: 1, Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA 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). `s W ., ` a' l .Ai s } .r. * "I' 6/4/1/ ^ EXPIRE 6/3 !I6 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0° ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N188TR SPACED 24.0' O.C. not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms t9 main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.3ft, 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. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T I T mm-4x4 PP 12 6.00 Q12 6.00 m4 CO o/ —/o stt OP' �` ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// // � —/o 0 0 M-3x4 M-3x4 /' y y y 1-06 17-00 1-06 Scale: 0.4458 `5� f.,„.I p Ett,. („) . JOB NAME : 2610-B NH POLYGON - Al (N si 7/i ' WARNINGS: GENERAL NOTES,unless otherwise noted: �� r 17 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 ..7t�u"r-teL 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 responsibiity of the building designee 411111,,,' 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 / 4061101"' t�.�. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" -." `a. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'f A� +c,/ SEQ. : 6054134 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-�y r7-4,I e��\ A.. design loads be applied to any component. end are for"dry condition"of use. S"t l 14 z", ^�- 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 fabrication,handling, necessary. .l-Z. ` ` shipment and installation of components. 7,Design assumes adequate drainage Is provided. G. `4- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIANTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith joint center nchs. 9.Digits indicate size of plate In inches. t MITekUSA,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 IIIA IIIIIIII 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 N18,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.7=(-238) 903 3.7=(-268) 212 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2.3=(-1088) 302 7.6=(-227) 907 7.4=( -75) 456 WEBS: 2x4 KDOF STAND 3.4=( -816) 200 7-5=(-275) 211 LOADING 4.5=( -816) 214 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-1092) 309 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50' 1.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 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 = -0.024" @ 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 = 0,018' @ 16'- 6.5' T 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. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.0017' HM-4x4 4 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, - Z Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 w rM M 0 O (O O - AIR' 3 8 7 'a6 M-3x4 M-3x8 M-3x4 ), y 1, 8-06 8-06 y 1, 1, 1-06 17-00 ,�` 0 PRoF�. JOB NAME : 2610-B NH POLYGON - A2 Scale: 0.3533 `� ��/yCJ) s%� WARNINGS: GENERAL NOTES,unless otherwise noted: v •rrr��� 'p c- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4- 0 PE Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ;/ rr+'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at parr DES. BY: LJ is the responsibility of the erector.Additional 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4amrr. po ty 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++ # /�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. 17 OREGON W' 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, I+ -kr Ate A. design loads be applied to any component and are for"dry condition"of use. , .4 1 4, n'(1 �•. 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 �J �{ fabrication,handling, necessary. R R 1 0y shipment and Installation of components. 7, necessary. ssgn assumes adequate drainage is provided. 4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 ill IIID VIII 11111 ILII IIID III TPI/WTCA In BCSI,copies of which will be furnished upon request. Ones coincidewith joint center Ines. 9.Digits indicate size of plate In inches. 10. v C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 q1&BTR LOAD DURATION INCREASE = 1.15 1- 2+1 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF k1&BTR SPACED 24.0° O.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDOF STAND 3- 4=( -910) 204 8- 9=(-469) 1543 8- 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psfl 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 = -0,050' @ 14'- 3.8" Allowed = 0.804° 8-06 8-06 MAX TL CREEP DEFL = -0.096" @ 8'- 6.0' Allowed = 1.072" 1' T T MAX HORIZ. LL DEFL = 0.042' @ 16'- 6.5° 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067' @ 16'- 6.5' T T f '' T NOTE:Design assumes moisture content does 12 M-4x4 '12 not exceed 19% at time of manufacture. 6.00 DI I 6.00 4 Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 1.1 Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 o M 3x4 M-3x4 0 o _ lOgeg � 7M-5x6 M-3x8 M-5x69 44o 0 1 " o $ 12 2.75 2X WEDGE12 W/(2) M-3X4 TYP. 2.75 12 y ), y J, y 2-05-08 5-10-12 6-02-04 2-05-08 /, ), /, y y 1-06 2-05-08 12-01 2-05-08 1, /. 1, 1-06 17-00 _co PROPe JOB NAME : 2610-B NH POLYGON - A3 \�Scale: 0.3242 4 WARNINGS: GENERAL NOTES,unless rw otheise noted: 44 !q 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 far an individual = r C L. C' Truss: A3 and Wamings before construction commences. building component Applicability of design parameters and proper v 2.2x4 compression web braving must be Installed where shown+, incorporation of component is the responsibility of the building designer. �r 3.Additional temporary bracing to insure stabilty 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 byr,ter ate"" Po dY continuous sheathing such as plywood sheathing(TC)and/or drywalC). -110 . 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}F A_OREGON 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, L, "�.4 y �N design loads be applied to any component. and are for"dry condition"of use. �' -7 -i A 2, ty,"�^ 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 �{ fabrication,handling,shipment and installation of components. necessary.as. I Fi 1 t.A- P P 7.Plates assumes adequate drainage isprovided.truss,and This design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed so thQir center 111111111111111111 TPINYfCA In BCSI,copies of which will be furnished upon request. git coincide ntwith jointfain nche. 9.Digitssndsize oplateeto 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 IIIIII IIIIIII 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/ODF/Cq=1.00 TC: 2x4 KDDF H1&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 N1&BTR 2-3=( -716) 174 5.6=(-472) 2107 2-6=(-1769) 416 WEBS: 2x4 KDDF STAND; LOADING 3.4=( -589) 173 8-7=( -60) 107 6.3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6.4=( -372) 1773 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 187.5)+DL( 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"OC. VON. LOCATIONS REACTIONS REACTIONS SIZE SO.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 IRC 2012 NOT BEING MET. 10'- 0.0" -411/ 1933V 0/ OH 5.50° 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" will have 1.5" max. nail penetration. MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" Connector plate prefix designators: MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series NOTE:Design assumes moisture content does 8-10-03 .1'1-01-13i' not exceed 19% at time of manufacture, 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting 1' 1' T ''r system and components and cladding criteria. 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 M-7x8 load Heighton,factors,d , Cat.2, Exp,B, MWFRS(Dir), .6, Truss designed for wind loads in the plane of the truss only. M-3x8 dillilil 0 4 M-5x10 ��■■■■�� ..'r 1•IP� I IIII�7 -7 M-3x8 M-8x10 M-1.5x3 y 1, ,1 y 4-07 3-10-04 1-06-12 10-00 WEDGE REQUIRED AT HEEL(S). �C�tO PROFFS, JOB NAME : 2610-B NH POLYGON - B1 Scale: 0.3877 ��� ('� spa cl WARNINGS: GENERAL NOTES,unless otherwise noted: OOrrr��� pE "'Y{ p 1.Builder and erection contractor should be advised of all General Notes t This design Is based only upon the parameters shown and is for an individual ..7 I-G. 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 responsibltty of the building designer. , 3.Additlonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY• LJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by 4I 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++ * Q SEQ. : 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON <t/ 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, �%� -47T� O �. design loads be applied to any component. and are for"dry condition"of use. ,0 '�^ 1 42-13\ b.4 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 p� fabrication,handling,shipment and installation of components. necessary. ,Ifi fy t` t 7.Design assumes adequate drainage Is provided. 4 r"1 t 1.L 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MIN 1110 VIII III I VIII VIII'III III'III TPI/WTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC 1 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 #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #18BTR 2- 3=(-4396) 780 10-11=( -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=( -826) 4698 11- 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12.13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5-12=( -312) 1328 BC LATERAL SUPPORT <= 12°0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-6150) 1278 6-12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7-13=( -188) 1076 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: TC CONE LL+DL= 960.0 LBS @ 16'- 0.0" 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50" 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series J ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY '- Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. nails staggered at: 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, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9" oc in 1 row(s) throughout 2x4 webs. 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 1' ' 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. f T T f 960# T T Design conforms to main windforce-resisting 12 M-4x6 M-5x6 12 system and components and cladding criteria. 6.00 M-3x4 4 6.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 5 • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e/ MM Arg load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 0:4444441000044444... 4.4.. co 0 ;r Mil 1 10 I1 12 13 M-3x5 M-1"5x3 M-3x8 M-5x6(5) M-6x8 M-1.5x3 M-3x8 8 y y y y 1p898# y J, 5-01-12 4-05 6-10-08 4-05 5-01-12 ), > y 12-00 14-00 y y y ), 1-06 26-00 1-06 ss JOB NAME : 2610-B NH POLYGON - Cl Scale: 0,2543 �5 r,"�'y/y�[/��f o WARNINGS: GENERAL NOTES,unless otherwise noted: �I� - ? /7 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual CC' 792.11PE C'" Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'ac.and at 10'o.c.respectively unless braced throughout their length by 'fie continuous sheathing such as plywoodng(rC)and/or drywall(BC). -410 DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ OREGON J�,� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A� b W 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, 4- 'VA \ 4, design loads be applied to any component. and are for"dry condition"of use, 1 4 �, �"�- 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 ct necessary V fabdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i t t^ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVTCA in SCSI,copies of which will furnished upon request. git coincide with jointaIn tines. 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 sae ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF M1&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 SO.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 net1-5 psfl uplift at 24 "oc spacing,' M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.062' @ 14'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.125' @ 14'- 7.0" 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 = 0.029' @ 25'- 6.5" 11-11-11 2-00-10 11-11-11 MAX HORIZ. TL DEFL = 0.048' @ 25'- 6.5" 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. 1Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00E:7' M-4x6 :.M-6x6 a 6,00 a Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 4:1'A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), •! load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 cocp o 4 • Nil T 9 10 11 12 • c • O M-3x4 M-1.5x3 0.25" M-3x4 M-1.5x3 M-3x4 M-5x8(S) J, ; y y 1, 1- 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-B NH POLYGON - C2 Scale: 0.2553 \��� D PN fi�619 -3/7 -4- WARNINGS: GENERAL NOTES,unless otherwise noted: (�r� , 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 7 92 0®I-pE Truss: 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sdrywall(B ).DATE: 9/9/2014the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whereshown++ re �-t `', S �1 C �] 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4/ EQ. : 60541 39 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L". Il' X11* /." design loads be applied to any component. and are for"dry condition"of use. /n -1 1 4 �"O 4,TRANS I D: 407736 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If V b. fabrication,handling,shipment and Installation of components, necessary. R1:111-‘- 6. - 7.Designlaesassumes adequate drainage isprovis,a This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111110.TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits Indicate size offplate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTetO EXPIRES:12/ 31/2015 IIIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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 NOTsot esign assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 17Z. M-4x6 Q 6.00 system and components and cladding criteria. 4.0° Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 fin( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. M-1.5x3 ,M-1.5x3 M M O 8 O 8 9 o o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) J, y y I 8-10-03 8-03-11 8-10-03 I I I 16-00 10-00 I .1 1 1 1-06 26-00 1-06 �' '° PROpe. JOB NAME : 2610-B NH POLYGON - C3 Scale: 0.2178 �� d WARNINGS: GENERAL NOTES,unless otherwise noted: 4!4 " /17 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 =9 P E and Warnings before construction commences. building component.Applicability of design parameters and proper s Truss: C3g incorporation of component is the responsibiity of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ",/'.�mrr DES. BY: LJ 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++ 4 /1 6054140 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4,/ S EQ. : fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4� �� r7 \� A and are for"dry condition"of use. //�y, - �+ design loads be appliedcn to any component. W 1'4 TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p !i necessary. `v/ 'F?R � V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �rll rl L 6.This design is furnished subject to the inflations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111011111 TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerI tines. Di 9.Digits nicdtsize oplate o inches. �+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-is88(MiTek) EXPIRES:12/31/2015 11E1 11111111 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 918BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 918BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF C,CN,CI8,0418 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.4ft, 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 INC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 T 12 iiM-4x4 12 6.00 3 1 6.00 N_N 0 4 0 0 iiiiiis�iiiii�iiiiiiiiiiiiiiiiii�iiii�ii�ii"—l ...."ii�iiiiiiiiiiuiiiiii�iiiiii�iiii«iiiiiiiiiiiiiiiiiiiiiiiiiiisiiiii/Tliiiiiifiif—„,"—"""—""----""--""—"—"—,--":4 O O 1 M-3x5(5) M-3x4 M-3x4 y y y 16-00 10-00 ), y y 1- 1-06 26-00 1-06 ,0 PRo4, JOB NAME : 2610-B NH POLYGON - C4 Scale: 0.3053 ,�" ` (N sed � Pv WARNINGS: GENERAL NOTES,unless otherwise noted: 4.l " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .72 0 0 P G Truss: C4 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.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 01.111 po ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tr SE 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'p A.COREGON�t 0 SE L. rJ-7 4 (, "+,•. TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 1 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '0 �y fabrication,handling,shipment and Installation of components. 7necessary. SFR R%i ` V .Design assumes adequate drainage is provided. 1..b 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 1111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digits indicate with jointcenter Ines. 9.Digits p size of platete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, CompuTrus, Inc M,M2OHS,M18HS,M16 = M>Tek 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 loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only, BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Reor equal typical at stud verticals. Refer fer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T .1 T 12 TIM-4x412 6.003 Q 6.00 V- I- 4 o 0 M-3x5(S) M-3x4 M-3x4 y > 1, 12-00 10-00 I I 1, I 1-06 22-00 1-06 �9` "0 RROFt JOB NAME : 2610-B NH POLYGON - D1 "''C.*5S� t(ficC- s Scale: 0.3638 �t 11f 1 /0 4;51WARNINGS: GENERAL NOTES,unless otherwise noted: 11��t�-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 . 0 PE r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibiity of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r BY: LJ is the responsibilityof d e erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „0,17.77- DES. �Ise� continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). $ . DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ C/� 6054142 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON <ld' SE Q. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L "d °°� As. design loads be applied to any component and are for"dry condition"of use. Q -7 4 '"�` 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 �{� necessary. h fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. t"t R i t. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center 11111111111111111111 TPINViCA in BCSI,copies of which w 11 furnished upon request. git cindcat with jointcenternche. 9.Digits indicate size of plate in inches. MiTekUSA,InC./CompuTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-lose lITek) EXPIRES:12/31/2015 1E 1111 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 N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �CQND. 2: Design checked for net(-5 gsfl uplift at 24 'oc s9acing.l 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' T ' 1' NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ./ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu44444 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3M-1.5x3 co IIIIa.L/ co 0 0 of P4--8 !3 i o 1 g 9 - . M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1 y 1, y 7-06-03 6-11-11 7-06-03 b /, y 12-00 10-00 ,i, i ), )' 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D2 5�� O PR Op�6�i Scale: 0.2513 \ ! [f 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 v - /p c- f D2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' .92*S t�E r" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •p ^N SEQ. : 6054143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G/ r3 p � design loads be applied to any component. and are for"dry condition"of use. Q 1 4 , �"'f" 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 �A�I {� fabrication,handling,shipment and installation of components. necessary. 'f7�•.`yy R L V Pm P 7.Design assumes adequate drainage is provided. r"i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINYfCA In BCSI,copies of which will be furnished upon request. lines coincidejoint with aeninr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-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 net1-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF qt&BTR SPACED 24.0' O.C, not exceed 19c at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (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, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -/ M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. N c:./— At\411111 LO V Cr� � A 4 1 M-3x4 y y ), 1-06 5-03-08 ,0 PRope JOB NAME : 2610—B NH POLYGON - El scale: D.7460 �< (/ `2 4 WARNINGS: GENERAL NOTES,unless otherwise noted: 414 "!9 PE /�1 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual = 0 1' Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ' fer, 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by M° ': • 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 bradng required 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 4,/ SEQ. : 6054144 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Irk -r'l,�,w Q\� A•. design loads be applied to any component and are for"dry condition"of use. " 1 4 2 ��i- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at alt supports shown.Shim or wedge if necessary. . fi `i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C L 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center 1111111113111111111 TPI/WTCA in BCSI,copies of which will furnished upon request it coinddentwith joint ate In nche. 9.Digits Indicate size of plate In inches. n MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(MiTek) EXPIRES:1 2131 1201 5 1E1 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-5=(-51) 56 3-5=(-162) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-115) 79 WEBS: 2x4 KDDF STAND 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) LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -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 0.03 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" 6.00 I . MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1"5x3 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N M R2 I O, -V O MEMO ►�5 M-3x4 M-1.5x3 y i, ), 4-11-12 0-03-12 ; 1, y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 Scale: 0.5786 WARNINGS: 1 ,, sfo WARNINGS: GENERAL NOTES,unless otherwise noted: 44../C\ (] F:�c- ,: C rf 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 0 E-G Truss: E 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. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). ` /w. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "c 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON f/,/ SEQ. : 6054145 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L+ -% \ i. T design loads be applied to any component. and are for"dry condition"of use. Q }f 14 GO P TRANS I 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. DesignDeasscessary. '�' PRI I L 7. laesassumes adequate one both face istru ,provided. C rl H.This design Is furnished subject to the Imitations set forth by a.Plates shall be located both faces of truss,and placed so their center 111111111111111111 TPI/WTCA In SCSI,copies of which will be furnished upon request, git coincidenwith jointcenterin nche. 9.Digits Indicate size of plate in inches. q C� p i �7 MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(Wel() EXPIRES: r 2/31/20155 1111111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-112) 82 1-4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF /t1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KODF STAND 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' -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,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/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048" @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3' 1' f ' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 Design conforms to main windfarce-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, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,000011 in the plane of the truss only. u7 N r.F .:1- O,f- 1 I• ►�4 M-3x4 M-1.5x3 y y y 4-10-04 0-03-12 y ), 5-02 ,a'+G ) PRC1fi JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 co � 1INE sic WARNINGS: GENERAL NOTES,unless otherwise noted: "y;; C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .7ry 2`0 Ip E L Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper "do/"' 2.2x4 compression web bradng must be installed where shown*. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0101. DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by I1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatsng(TC)and/or drywall(BC). AI CC 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 appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q OREGON .y' SEQ. : 6054146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D: 407736L/ e7� \ design loads be appled to any component. and are for"dry condition"of use. e.Design assumes full bearing at all supports shown.Shim or wedge if 1- 1 4 2, �-}- 5.CompuTrus has no control over and assumes no responsibility for the e. fabrication,handling,shipment and installation of components. ne ^'. ` 7.Design assumes adequate drainage is provided. R R I`5.,1w 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 01 VIII VIII VIII I II III I IIII III TPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with joint acenter 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 IIIIII IIIIIII This 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 If1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND 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 BAG 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: 7'- 2.0' -45/ 295V 0/ OH 5.50' 0.47 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.215' @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC 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' T ' f 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. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 6.00 D in the plane of the truss only. a7 of Lo r/- c, m of- -/ 0 1=-0 0-74 M-3x4 M-1.5x3 y ), )' 6-10-04 0-03-12 y y 7-02 Scale: 0.5003 �.`� '("7/7/ ED PRape �, 0 JOB NAME : 2610-B NH POLYGON - E4 � ' gyp, 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 2<{v 7� 11 1. 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 .ph r♦•PE Truss: E4 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. ,.r'r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by b1r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` 4 DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ` 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, G� V.1 Q� tri A, design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use, 6.Design assumes full bearing at all supports shown.Shim or wedge if V h }' "(4 ,. �.4 TRANS I D: 407736I fabrication,handling, necessary. �9'E 1 R% shipment and installation of components. 7, necessary. ss assumes adequate drainage is provided. �rll 4. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111110.TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center che. Di 9.Digits indicate size of platetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1:2/n1/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" 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 WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural Wind: 140 mph, h=21ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-10-04 0-03-12 T T T 12 6.00[;:7- M-1.5x3 3 in co 1 '' iL v z o� �iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii mA M-3x4 M-1.4 5x3 y 1, 7-02 ,O`c"o PRQ/-E JOB NAME : 2610-B NH POLYGON - E5 �'� s Scale: 0.5424 `t )) {>) WARNINGS: GENERAL NOTES,unless otherwise noted: nr� C / C n. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . =7G..®P E re Truss: E 5 and Warnings before construction commences. building component.Applicability of design parameters and proper //' 2.2x4 compression web bradng must be instated where shown+. Incorporation of component is the responsibilty 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 rr�1�. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c,respectively unless braced throughout their length by 1 , - A�/rr� Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •+ -08, cc. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ )/`�"� 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. OREGON W SEQ. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 47 '74 01\ .E•• •. design loads be applied to any component and are for"dry condition"of use. O Y y 4 2 -o- 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 fabrication,handling, ne Design assumesanh �R R I y y shipment and installation of components. 7,ncss adequate drainage is provided. C (-'t L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111111111 III VIIIIII(VIII I 11111 111 IIII TPI WTCA In BCSI,copies of which will be furnished upon request. it dicawith joint ate In inches.9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-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.I TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (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. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T HM-4x4 2 12 12 6.00 D -.' -.16.00 M O/ M 7 O O M-3x4 M-3x4 4 y J' y 9-08 1-06 _to PRO,F�.S JOB NAME : 2610-B NH POLYGON - F1 i,�n•'}fifi. s, Scale: 0.5555 t. ! l 0 WARNINGS: GENERAL NOTES,unless otherwise noted: kA (//P2..: �'IC* IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual -7G •1—L Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper //"/ 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom to be laterally braced at DES. BY: LJ 2'o.c.and at 10'hi 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). ` C, DATE: 9/9/2014 the overall stmcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ F'n 4.No load should be appled to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. " OREGON�s icke 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 design loads be applied to any component. and are for"dry condition"of use. �,r�_,..,17.3,9 T}+' 1 4 �'� ,+�.. 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 V ��1 fabrication,handling, Design assumescessary. /� � L shipment and installation of components. 7.Design adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter 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 1E11111111 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 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" 0.C. 2-3=(-28) 90 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5.50' 0.60 KDDF ( 625) 1'- 10.9' -145/ 190V 0/ OH 1.50' 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -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 = 0.005' @ 1'- 0.8' Allowed = 0.097" MAX TO 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" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=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. 3 -/ FA o M O,,_ o/ _ - X4 -f 0 1 M-3x4 * * * 1-06 (PROVIDE FULL BEARING:Jts:2,3.41 10.00 ��t(} P R ope., JOB NAME : 2610-B NH POLYGON - J1 e3 ,h s Scale: 0.5997 \ �7y Jtry7,�' WARNINGS: GENERAL NOTES,unless otherwise noted. ill li 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 PE r , and Warnings before construction commences. building component.Applicability of design parameters and proper ' Truss: J 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsib ty 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 } a� . DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��^ po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S ( . DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `7 A_ 4 SEQ. : 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, 4. '"y4 Q\ A design loads be apphed to any component. and are for"dry condition"of use. 1f 4 . �i- 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 l {� necessary. L. rl i t L' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the Rmitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII VIII VIII III'(III('III(III TPI/WTCA in BCS(,copies of which wig be furnished upon request. Digitsgit coincidewith joint aIn nche. 9.linesIndicate 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 1 1111 (IIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #188TR SPACED 24.0' O.C. 2-3=(-59) 71 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 BAG 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" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9' -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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 = -0.010" @ 2'- 3.7" Allowed = 0.246' MAX TC PANEL TL 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" I MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-11-11 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 1 v cpN O/- V '�'')/- co ' <.-4 1 M-3x4 1-06 !PROVIDE FULL BEARING:Jts:2,3,4I 10-00 YttD PR OPE JOB NAME : 2610-B NH POLYGON - J2 Scale: 0.4872 \� I" `r/4 WARNINGS: GENERAL NOTES,unless otherwise noted: 'rr��- pc 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4.' 'JG 0•!-L r Tr ii S S: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. '' 3.Additional temporary bracing to insure stolidly 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 r I/4 ' 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 bradng required where shown++ d JCC SEQ./1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 OREGON 14, SE Q. . 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, Z/ / 4� A, design loads be applied to any component. and are for"dry condition"of use. h 1 4 2- �^�. 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 V fabrication,handling,shipment and Installation of components. Design a E R I f `t„ 7.Design assumes adequate drainage is provided. C+"i b 6.This design Is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I VIII'II II VIII VIII VIII VIII VIII III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines cowith 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 IIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-92) 86 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: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) 5'- 10.9' -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-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. T ' 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), i) load duration factor=1.6, Truss designed for wind loads 110/411100110 in the plane of the truss only. .4- c, co o) o•, o,"- 1.----="44 -/ 0 M-3x4 y y y 1-06 'PROVIDE FULL BEARING:Jts:2.3,4I 10-00 Q`t0 PRO,e JOB NAME : 2610-B NH POLYGON - J3 $<" ' Scale: 0,4872 ` (7 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 7 c- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' 111# +� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NNW , DATE• 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONC/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'J? SE Q. : 6054152 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.. "7 N `SA, design loads be applied to any component. and are for"dry condition"of use. Q l 1 4 PT- TRAN S I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if {X fabrication,handling,shipment and Installation of components. DesignDeasscessary. ill ... ‘5'R k- 7. laesassumes satedadequate both drainage Is provided.a C+T 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII III I'III'IIITPINYfCA in BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size offplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 111011111 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 H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2-3=(-368) 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,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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" @ 0'- 0.0' Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 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" T ' MAX HORIZ. TL DEFL = 0.003" @ 9'. 8.3" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 1 0 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), 4a« Trussloadduration designedffor owind6loads in the plane of the truss only. 0 4 0, O� 4 -4- o� �� -�5 -V M-3x4 M-1.5x3 ,1 y y 1-06 1PROVIDE FULL BEARING:Jts:2,4,51 10-00 PR JOB NAME : 2610-B NH POLYGON - J4 4(e... t� vfi `�Si Scale: 0.4872 c (�,1�7"'7 -.r Q WARNINGS: GENERAL NOTES,unless othervnse noted: 44 ./plrrr/��� (r cc..-- -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9 0 P E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top andbottom 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 responsibilitybuilding designer. continuous sheathing such as plywoodheat where s and/or drywall(BC). r ' the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation on of truss is the responsibility of the respective contractor. - OREGON�� �(,(,/ non-corrosiveSEQ. : 6054153fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, G. design loads be applied to any component. and are for"dry condition"of use. 6 / -T TRANS I D: 407736 ..tt„ 5.CompuT us has no control over and assumes no responsibility for the shipment and installation of components. .7.Design assumes adequate drainage is provided.Design assumes full bearing at all supports shown.Shim or wedge If 1 4 rQ�`! fabrication,handling, necessary. /W Rti L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II IIIA VIII VIII I III VIII II IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. Indicate 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/201J II11101II 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 IC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3=(-67) 15 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL 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" -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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -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 BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ, TL DEFL = -0.000" @ 1'. 10.9' 12 6.00 le 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=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o M T O/- ‘r 111O O� 211 4 M-3x4 /' y .1 1-06 2-00 (PROVIDE FULL BEARING:Jts:2,4,3) ���0D PRop4. JOB NAME : 2610-B NH POLYGON - SJ1 Scale: Q.6958 OIP �� ���/Ly(�/�] O WARNINGS: GENERAL NOTES,unless otherwise noted: 44 .19. �+ 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 =rG S`r E r- T r u s s: 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. / t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r. DES. BY: LJ is the responsibilityof the erector. stability nei permanent bracingcof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by +, _ X11 a""' P continuous sheathing such as plywood sheathing(TC)and/or drywal�BC). DATE• 9/9/2014 the overall structure is the responslbitity of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 4" SEQ. : 6054155 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, Gj � y OREGON 0h A. TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 1 4 .5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AQ` necessary. 44,I t `� R` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII VIII VIII VIII I III III(IIITPINJfCA in BCS(,copies of which w 11 be furnished upon request. lines coincide withJoint tecenter Ines. 9.Dies indicatesize of cin inches. p MiTekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES MiTek IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-73) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0' -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2" -52/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for nett-5 of) uplift at 24 "oc spacing.' 12 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" 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. o Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o,- ct v 111. ct 2►� 4�' M-3x4 /, y y y 1-06 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 2610-B NH POLYGON - SJ2 scale: 0.7754 `�� {� � P�jjJyfiC`)�J,�ry�,,�(+�6:.9 WARNINGS: GENERAL NOTES,unless otherwise noted: '4l ! ! "�,,,... 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 0 P E Truss° SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper y''`am " 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 stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent of continuous sheathing such as plywooding(TC)and/or drywall(BC). r ." 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j9 OREGON�t, 11 i 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 G orrosive environment, 'lit design loads be applied to any component. and are for"dry condition"of use. .�2 '7 y' 1 4 2Q i_TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0"'fabrication,handling,shipment and installation of components. necessary. '" +"1 R t�i 7.Design assumes adequate drainage is provided. +"i b 6.This design is furnished subject to the lirritatidns set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I IIIII 1110 II IIIII III I II IIII TPI/VYrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 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: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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 BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050' MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 12 6.00 1MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, o Truss designed for wind loads co in the plane of the truss only. o o/- o o.."-- o ►� 4►� ijiggill M-3x4 I I I I 1-06 2-00 3-11-11 IPROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 2610-6 NH POLYGON - SJ3 scale: 0.6290 X54 4' <5`S f0 WARNINGS: GENERAL NOTES,unless otherwise noted: �t� 171.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 = ,P E 1" 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at rr�1r. DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓r rr #�"" Po dY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. * 4.4.- DATE: x. DATE. 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON t, 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 60541 557 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Lr ".7 4\�,I. design loads be applied to any component. and are for"dry condition"of use. 1 4 2. tyr 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 ('� '31 necessary. ryt'i R 11..r V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIII I VIII VIII VIII VIII VIII IIII IIII IIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerteinches.nche. Di 9.Dies ncsi de size octo . 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 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-138) 63 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: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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 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" 3 -/ 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. Wind: 140 mph, h=21.2ft, 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, v 0 v c) C./-• v - o,- , c:. 4►/ M-3x4 y y y y 1-06 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 R,,p PRO JOB NAME : 2610-6 NH POLYGON - SJ4 � IN ssi Scale: 0.5260 `° !.„ ,,q Q 44!WARNINGS: GENERAL NOTES,unless otherwise noted: f�rrr��� 11(D c' 1�,,, L+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .7 /PE Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,/ /107,0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,a11r• 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 A�Imw� 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++ /��[�' 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 UREGON bx 40 SEQ. : 6054158 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-carmsNe environment, �i J +�_ d and are for"d condition"of use. 7 (� de "thy //ny, A +�. sign loads be applied to any component. 6.Design assumes full bearing at all supports �"/ 14 F" {1},` TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if fabrication,handling,shipment and installation of components. Design as. �+.,R R I�4 7.Plates assumes adequatedodrainage Istrus,provided. 4: fl 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVTCA in BCS(,copies of which will be furnished upon request git coincide withizjointfaIn nche. 9.Digits indicate size of platecaIn inches. t]C 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