The URL can be used to link to this page

Plans (112) --� /t4st2CJ/ 7- Uric,y 3 .rs o c‘✓ , , Milek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-332_UPPER Fax 916/676-1909 POLYGON 4BC 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:R42899132 thru R42899139 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. rPTI<A1,..0 °FessNEF'9 /°2 22PE - „dif y fi OREGON cN -0), l, 4 C`' AMBER .\N‘A' `4 EXPIRES:06/30/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4BC R42899132 PL14-332_UPPER FG2 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:50 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh -cPpUbl4Asx8vmGsduFBYm7ZKQ?dCUVSQMCySslyaOb? I 1-8-0 I 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 1 1 O N 5 4IIIIIIIII' 3x6= 3x6= I 3-10-0 I 3-10-0 Plate Offsets(X,Y)— (1:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 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) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-373/0,3-4=-373/0 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)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. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) �u ct PR OF ,c;:3 �N'IN4;9. 0/0147 87022PE • r / rp y 4j, OREGON c4/ �A,. 448ER \\ . S A. HECk EXPIRES:00/2015 September 26,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INaliDED MITER REFERENCE PAGE NII-1473 rev.1/29/2014 BEFORE USE ow Design valid for use only with Meek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M-Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 R Southern Pine(SP1 lumber is specified,the design values am those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4BC R42899133 PL14-332_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:49 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_8DF6Oy3Y5d0296HRKYgJEv0E7cAjlyhG7YDuKsya0b0 1I-� 11-2-4 II 1-2-0 1C1-.1-1-1:5-1' Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 3619 20 21 22 l'- :4 N B - 9 m 0 B 0 - = e = 9 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 3x6= 3x6 FP= 3x5= 3x4= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4= 3x5= 8-11-12 I 7-9-12 t�-4-1 I 21-9-12 I 7-9-12 0-7-0 b-7-O 12-10-0 Plate Offsets(X,Y)- 18:0-1-8,Edoel,129:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.35 28-29 >743 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.55 28-29 >475 360 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 23 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:109 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) 23=989/0-4-8 (min.0-1-8),35=672/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1250/0,3-4=-1250/0,4-5=-2261/0,5-6=-2261/0,6-7=-3001/0,7-8=-3001/0, 8-9=-3522/0,9-10=-3522/0,10-11=-3901/0,11-12=-3901/0,12-13=-3898/0, 13-14=-3898/0,14-15=-3678/0,15-16=-3678/0,16-17=-3231/0,17-18=-3231/0, 18-36=-3231/0,19-36=-3231/0,19-20=-1885/0,20-21=-1885/0 BOT CHORD 34-35=0/656,33-34=0/1785,32-33=0/2672,31-32=0/2672,30-31=0/3522,29-30=0/3522, 28-29=0/3794,27-28=0/3931,26-27=0/3815,25-26=0/3465,24-25=0/2784,23-24=0/980 WEBS 2-35=-919/0,2-34=0/832,4-34=-749/0,4-33=0/667,6-33=-576/0,6-31=0/460, 8-31=-770/0,21-23=-1372/0,21-24=0/1268,19-24=-1258/0,19-25=0/627,16-25=-328/0, 16-26=0/297,10-29=-511/48 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top chord. t� PR QFF The design/selection of such connection device(s)is the responsibility of others. s 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �., ANG!NEER c/ LOAD CASE(S) Standard 4Z04, � 87Q22PE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-35=5,1-22=-50 Concentrated Loads(Ib) cV Vert:36=-468(F) y '$, OREGO ti AO l' '114 BER \\0.0 ,0"� A, HER EXPIRES:66130/2015 September 26,2014 t , ®WARNING-Verify design parameters and READ MJ IES ON IVIS AND INCLUDED MIIEK REFERENCE PAGE MTI-7473 rex 1/29/2014 BEFORE USE "mm. 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 MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine 15P)lumber is specified,the design values are those effective 05/01/2013 by ALS[ Job Truss Truss Type Qty Ply POLYGON 4BC R42899134 PL14-332_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:51 2014 Page 1 ID:Fz9OzgfDnlT1 tgjap2TkUzyPYh_-4cNsoe5odFGmOORgSzinJK6ZFPr4DgAZbsi?Okya0b_ 1 2-0-0 1 2-0-0 II 2-0-0 1 1-5r4 II 1-2-0 I1 1-8-8 II 1-9-0 i Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 23 22 21 20 19 18 17 16 15 3x4= 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4=- 3 x6 3x6 SP= 3x4= 8-11-12 I 7-9-12 -4-122� 21-9-12 I 7-9-12 0-7-0f1-7-0 I 12-10-0 Plate Offsets(X,Y)— f6:0-1-8,Edgel.[20:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009fTPI2007 (Matrix) Weight:99 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) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 ��¢EO P R OFFS mac, �N I NFFR /02� 8 ' 2PE r- y N�"0 OREGO ti 44N 'p0 AMBER \\ \ ©S A. HS?' EXPIRES:06/30/2015 September 26,2014 t ®WARNING-Verify design parameters and READ NOIE5ON MIS AND INCLUDED MIIEK REFERENCE PAGE MIT-7473 me 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �5 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}lumber is specified,the design values are those effective 06/01/2013 by ALSL I Job Truss Truss Type Qty Ply POLYGON 4BC PL14-332_UPPER FT2 Floor 9 1 R42899135 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:52 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=YoxEO_6ROYOdOa?OOgDOsYemvpCCyJhipWRZwAyaOaz 2-6-0 I 1 1-40 II 1-2-0 I I 1-0-12 1 Scale=1:33.7 1.5x3 II 3x8 = 1.5x3 II 304= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 00' .....- a _ e_ e e //i i \—e '291 mil o N 1- 15 14 13 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4 = 9-9-8 10-6-0 I 9-1-0 6- 8 10 0-1-8 -081I 19-3-12 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)– F13:0-1-8,Edgel.f14:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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 ��> PROF ��5 �NAG1NEFr4 > �, 6).4., 87O22PE • 9 �A OREGO ti� �N -20(14/L3 ER .\\ ,O S A. HE's- EXPIRES:06/30/2015 September 26,2014 e WARNING-Verify design parameters and READ NOTES ON MS AND IM2UDED POO(REFERENCE RAGE 1471.7473 rex 1/29/2514 BEFORE USE weeee.. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 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 ifSouthern Pine(SP}lumber to specified,the design values are those effective 0001/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4BC R42899136 PL14-332_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:52 2014 Page 1 ID:Fz9QzgfDnrl 1 tgjap2TkUzyPYh_-YoxEO_6ROYOd0a?00gD0sYem2pDsyKoipVVRZwAyaoaz I 2-6-0I I 2-5-4 II 1-2-0 ii 1-3-4 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 m m m _ e O N I-I �, a � - V N Mil 9 11.1.41�/ 14 13 12 11 10 3x4= 3x8= 1.5x3 II 3x4= 3x8= 3x4= g.q 8-11-12.,,t 1 7-9-12 I -12 1 9-h 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y)— l4:0-1-8,Edgel.112:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 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) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 <-R,Ep P R OFFS <c�� ER 5 co Nr NE , ' 870 2PE • r 17 cn cvNt Aj ORE N (15), 'Ac• �MSER "\1 .EXPIRES:06a0/2015 September 26,2014 f WARNING-Verity design parameters and READ h17TES ON IVIS AND INCLUDED NAEP(REFERENCE PAGE MII-1413 rex 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 tf Southern Pine ISM lumber is specified,the design values are those effective 06/01/2013 by ALS{ Job Truss Truss Type Qty Ply POLYGON 4BC PL14-332_UPPER FT4 Floor 1 1 R42899137 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:53 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=0_UdDK639sWUdkaCZOkFOlBw3DaShras2AB63dya0ay 2-6-0 I I 2-5-4 1 1 1-2-0 1 1 1-0.0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e = ° e a a 0 0 N A/ — o e e e 12♦ 11 10 93x4= 3x4= 3x6= 1.5x3 I I 3x4= 9-1-4 I 7-9-12 1 8-4-12 18-11-12 II 12-8-12 7-9-12 0-7-0 0-7-0 0-Y 3-7-8 Plate Offsets(X,Y)— f4:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��¢ E) P R OFFss 0N( I NEER �0 � 87022PE �r al y SwAj, OREG•N cP k/ CO MER \1 .4 EI .`S . HEP` P EXPIRES:06/30/2015 September 26,2014 t A WARNING-Verifl design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE M11-7473 rex 1/29/2014 BEFORE USE mil'�'� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine{SPT lumber Us specifled,the design values are those effective 05/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON 4BC R42899138 PL14-332_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:54 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=UB2?Rf7hvAeLFu9075FUxzj7pdtyQDO?Hgwf_3ya0ax 2-fi-0 I 11-1-8 II 1-2-0 II 1-0-12 i Scale=1:33.3 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 _ - eTII N ////` li �- e� e�_ 1N I .se e • 16 15 14 13 12 1 3x4= 3x8= 3x4= 3x4= 3x8= 3x4= 9-7-0 10-3-8 I 8-10.89-pto rat-0II 19-1-4 I 8-10-8 0 -0 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— 113:0-1-8,Edclel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 RO PROFk- ��`�� CNG(N�F/9 s�0, 87022P� r i >04 IV y Aj, OR GON q, it" 4 'P 4"4,1 k3ER \1 P� S4. HEr` EXPIRES:00/2015 September 26,2014 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND IAt2UDED MITER REFERENCE PAGE P11-7473 rerc 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP.lumber is specified,the design vetoes are those effective 06/01/1013 by ALS( Job Truss Truss Type Qty Ply POLYGON 4Bc PL14-332 UPPER FT6 Floor R42899139 2 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:55 2014 Page 1 ID:Fz9QzgfDnlT1tgjap2TkUzyPYh_zNcNe?BJgTmBt1kbhonjTAGHAOEh9hN9VUgDVWya0aw 2-0-0 1 1-10-0 II 1-2-0 I I 1-0-12 1 2-6-0 I I 2-6-0 1 2-6-0 Scale:3/8"=1' 1.5x3 H 3x6= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 4 444111411%44,44. N • ° e e° 40 16 15 14 13 12 3x4= 3x8 = 3x4= 3x4= 3x8= 3x4= 1 8-2-8 18-9-8194-81 18-3-12 I 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edgel.114:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 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 '<(' t PR pFFsd' 2, 87022P7; �9r • . 4 CV yp Aj,OR GON q, OWN M 0 BER \\ 0`s4. HEY'— ' EXPIRES:00/2015 September 26,2014 6 1 WARNIAG-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE ASH-7473 reit 1/79/2014 BF-OREUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. lel Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If Southern Pine ISP)lumber is spec died,the design values are those effective 06/01/2013 by ALS{ Citrus Heights,CA,95610 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury WM1Dimensions are in ft-in-sixteenths. robi . Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS MNIEBEIRENIMI 2. Truss bracing must be designed by an engineer.For Q 146 wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tar I I._ bracing should be considered. Oz 3. Never exceed the design loading shown and never 141.1110pO 11K—ElltIL,\Illifyli � U stack materials on inadequately braced trusses. Provide copies of his trusdesign to the O c7-8 6-7 cs-6 4. designer,errectiontsupervisor,property ownerl and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'Ag' from outside 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 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 SYP represents values as published specified. ,! Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. %.,r- Indicates Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® ( number where bearings occur. l Min size shown is for crushing only. �— , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Randeviepicturesw all portions of thisuse.designReviewifrontpi ctures alone back,words ng Plate Connected Wood Truss Construction. is not sufficient.)before DSB-89: Design Standard for Bracing. xBCSI: Building Component Safety Information, MirtAiT 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, e ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 27-0' ; i r4sio 5. 1 -o w w g x LI 0 � ¢J000 , a a z L"L" 00 a c' W w a SJ SJ1 U U owJ a7J1 _ z z cn oz �s o U 0 0 oI‹ Z SJ2 6:1J SJ2 W � o z 'o 0 I s<m1 � w w 0 C7 > A�Z AJ3 AJ3 CD 0 , z a 0, H O c cn 2 m d. CC I- I- ¢ <„, LU ...._ (n (n (n O_ =a o a = W B5 = o z z8m¢o w z g" . H -`. -__ ._ .. O� Oma . V ¢�wzo NC a 64 0 Ow O -m -aZ U U OS z oiQm.- . 12 LU wI- � , ® Li ~m �- w I— QX CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE _ FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 6:12 PRIORITY OVER THIS SHOP DRAWING. 1 ° By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS B3(13) 6;12_ HUS26 61 A2 V !-- -_ SJ3 Al,r_ _ -- SJ2 id- 6''lig - -- . SJ2 �� ' an s� I� SJ1 f ►i,�L ' c8 2 , s � � �' ' �61P l 4:12 W ra ego / / /U / 0 CP m • [- 12'-11' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PLACEMENT TRUSS CALCULATIONS n D0 PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRARGSFOREFURTHER f..,‘, umber 4-B NH INFORMATION.BUILDING DESIGNENER/ENGINEERR OFFRECORD PLAN: a % RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-B NH / B NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO p TRUSS REVIEW AND APPROVE OF ALL & COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. o m m m Ili A A o -o F a Appzppm0°m, a < Z Z -+ N r o I _ ,.1 O G • n — m0 N -I Z m z W Z 13 Z 0 2 m a ✓ m z EH c• � � H 6'-9114' c �m n < 3 a- Fri- a' P, II Cl GE co E E ' E C .� �'• m m m ( (73m t ',� m z z z s,n� �q ■/ BJ2 A4 ClC1 (4) Bfl 1N to3 ' — r A( 1 If B,I4 mv~ 11 • a z rh, zA m m om � ii ZZN ZoMINM .. a �, `:,j, R7 2D zna �41m C>m W O O L) ZDm prZ . �it �\\ ' o-oov o I 1 1 � ovm� m? N z ✓" co 3 z<izZOrToom° . !no...-1 - �� M V,rchho=cz3a ' �� 'u - 2 a 1FF,oco pPOo1 IPPi ` �1� 11119. 1 OcziN° fCil ` o m fES w. I, :00 1 E i O 0O < I <Wel r cPO A m • 70 a a C c 1 VIN P 11) ® CONFORMS TO DESIGN CONCEPT o ❑ CONFORMS TO DESIGN CONCEPT WITH a REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT 7. p THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE A9 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE c F BRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE -I DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY .p m OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. �M. 5 N By: Todd R. Eaton Date: September 19, 2014 -< IIIIIII e 0 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSi,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). �4 L? j'11 PRO o ,, M 111.01 6 I r'' t� N ''� �+ 4... 0,. 4)''6 'x` ' C) .) c'0 .4, 'p/ ,� !St r`? A c� A.JONA' Fits l;)/1// EXPIRES Mal 15 111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-11=(-812) 5219 11- 3=( -213) 1685 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3-12=(-1306) 261 BC: 2x4 KDDF #1&BTR; 3- 4=(-3590) 637 12-13=(-653) 3979 12- 4=( -181) 1190 2x6 KDDF #1&BTA 83 LOADING 4- 5=(-3201) 603 14.15=) 0) 0 12- 5=(-1187) 277 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4060) 801 13-15=(-684) 3961 5.13=( -180) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15-16=(-647) 3784 13- 6=( -67) 678 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 808 16- 9=(-653) 3596 15- 6=( -696) 87 BC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-4158) 812 6-16=( -238) 109 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 7.16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 16- 8=( -63) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL( 717.3)+DL( 487.7)= 1205.0 LBS @ 12'- 11.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1812V -75/ 75H 5.50" 2.90 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -483/ 2466V 0/ OH 5.50' 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: !COND. 2: Design checked for net)-S ssfl uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.141" @ 10'- 5.5" Allowed = 1.054" MAX TL CREEP DEFL = -0.377" @ 10'- 5.5' Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 7-11-11 6-00-10 7-11-11 T f 1' T MAX HORIZ. LL DEFL = 0.086" @ 21'- 6.5" 2-09 5-02-11 2-02-05 2-01-12 1-08-09 3-10-15 4-00-12 MAX HORIZ. TL DEFL = 0.179" @ 21'- 6.5" '( T T T f597.30# 12 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.001/ M-3x4 M-3x8 -16.00 40, M 4x10 Design conforms to main windforce-resisting M-5x6volisommimumpm.Lsystem and components and cladding criteria. XI Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-6X10load duration factor=1.6, M-3X8Truss designed for wind loads 3 in the plane of the truss only. M-4x10f- -i m _M "o d ...,..---"°111111:1*--1-7 12 'a ** M-3x8 0 - " 0 Io O M 3x4 14 5 16 M 3x4+ o M-5x8 M-8x10 M-3 x8 M-3x10 0 3.75 **2X WEDGE 2.21 v 12 W/(2) M-3X4 TYP. 12 +1205# J, y y > y y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 , J' y y J' y 1, 1-00 2-05-08 8-00 1-08-08 9-10 1-00 y yy 10-05-08 11-06-08 .J )' 1, > 1-00 22-00 1-00 ��8-(0 PRQFtso JOB NAME : POLYGON 4-B NH - B1 Scale: 0.2652 ��%$i/ '09 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. .92 0 S P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /%/�/.. Truss: 61 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 4�. DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c,respectively unless braced throughout their length by �. . is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (x DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ T!G QREC�ON� �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. SEQ. : 6052939 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, -- 9 20„INT- necessary. design loads be applied to any component. and are for"dry condition"of use. O y 7 4 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6. n assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. MER R I L�- V p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjoint ate in che. 9.Digitssoncde size of plate in inches.li . 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" TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER-1 -825) 4WR13- 3C)- 160 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. - 2=( 0) 50 3-14=(-725) 2724 13- 4=(-957) 909 BC: 2x4 KDDF #1&BTR; 2- 3=(-3087) 983 13-14=(-721) 2334 3-14=(-957) 360 2x6 KDDF #1&BTR 63 LOADING 3- 4=(-1598) 563 14-15=(-499) 1519 14- 4=( -95) 398 4- 5=( 0) 0 16-17=( 0) 0 14- 6=(-201) 156 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1387) 540 15.17=(-440) 1323 6.15=( -18) 73 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1521) 627 17-1B=(-426) 1284 15- 8=(-178) 548 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-1167) 471 18-11=(-453) 1315 17- 8=(-437) 153 BC LATERAL SUPPORT <= 12"OC. UON. 7- 9=( 0) 0 8-18=(-216) 176 LL = 25 PSF Ground Snow (Pg) 9-10=(-1354) 500 9-18=(-102) 374 10-11=(-1548) 550 18-10=(-153) 122 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -214/ 1038V -75/ 75H 5.50" 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T f MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-08 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133° MAX LL DEFL = -0.081" @ 8'- 0.0" Allowed = 1.054" 2-09 2-05-03 1-10-05 2-01-12 4-00-12 MAX TL CREEP DEFL = -0.162" @ 7'- 6.5" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 8-00 8-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6.5" T f f T MAX HORIZ. TL DEFL = 0.086" @ 21'- 6,5" 12 6.00 I/ Mr,3x4 M73x8 12 NOTE:Design assumes moisture content does Q 6.00 not exceed 19% at time of manufacture. M-4x6M- 6 Design conforms to main windforce-resisting s a 4xsystem and components and cladding criteria. eo T2 as Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, M-3x5 Truss designed for wind loads in the plane of the truss only. �o o M-3x5 _,00=' ® = s� f , e 13 14 1.�� o "`r ** M-3x8 0 is 17 18 e 2 o o M 5x6 o M-5x6=M-6x6 M-3x8 M-3x4 0 ---13.75 **2X WEDGE W/(2) M-3X4 TYP. 2.21 o 12 12 J J J. J > y y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 1-00 2-05-08 8-00 1-08-08 9-10 1-00 10-05-08 11-06-08 1-00 22-00 1-00 JOB NAME : POLYGON 4-B NH - 62 Scale: 0.2240 ��:(-YN��7�D(�PNOF�...,-, WARNINGS: GENERAL NOTES,unless otherwise noted: �(1 f /gar v-9 B2 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 C� Truss: B2 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. i,/' / 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 s the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c,respectively unless braced throughout their length by 1� the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood required sheathing(TC)and/or drywall(BC). �- DATE: 9/8/2014 P tY 9 3.2x Impactbridging or lateral bracing where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p OREGON Q.,/S E.Q L ,�� TRANS I D: 407654 design loads be applied to any component. 5and are for"dry condition"of use. 6. / q y 2Q Ate( .CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Q 14, ry. fabrication,handling,shipment and installation of components. Design ass 11. R I o_� 7.Design assumes adequate drainage is provided. `Y�C fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- B=(-224) 1261 3- B=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -I'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" T f 'r MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5 02-12 T 5-02-12 T 5-09-04 T NOTE:Design assumes moisture content does ( T not exceed 19% at time of manufacture. 12 12 6.00/ M-4x6 J6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 i M M O c, oc O i 8 Q M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 c ,1 ), y y 7-06-03 6-11-11 7-06-03 J' y y 10-00 12-00 ), > y 1, 1-00 22-00 1-00 ��L GPN OFFssi JOB NAME: POLYGON 4-B NH - 63 Scale: 0.2652 ��. ��811 0215. WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. !9 fD E 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r L Truss: 63 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. Ailleiler 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at '� Po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 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: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l7L OREGON �<i SEQ. : 6052941 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,� �O �� design loads be applied to any component. and are for"dry condition"of use. O y 14. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (1 fabrication,handling,shipment and installation of components. ry. MFR R 4 L\" V P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dgss idsize of plate in inches. MiTek USA,Inc./CompuTrus Software7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 JIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ( BC: 2x6 KDDF #1&BTA SPACED 24.0" D.C. 2-. 2=( 2) 50 2-12=(-408) 1318 3-12=(-164) 128 WEBS: 2x4 KDDF STAND 3- 3=(-1552) 550 12-13=(-433) 12883 0 12- 4=( -78) 357 3- 4=(-1349) 497 13-10=(-453) 1318 12- 6=(-177) 168 LOADING 4- 5=( 0) 0 6-13=(-177) 168 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1161) 471 B-13=( -78) 357 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1161) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1349) 497 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1552) 550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0° -213/ 1038V -76/ 76H 5.50" 1.66 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0" -213/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081' @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 9-11-11 2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.022" @ 21'- 6.5' 4-01-12 3-06-12 2-03-03 1-00-D 0-05 2-03-03 3-06-12 4-01-12 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8-00 8-00 Design conforms to main windforce-resisting 5 7 f 1' system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 V M-4x6 M-4x6 \I 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, 6 Truss designed for wind loads -- ein the plane of the truss only. M-1.5x3 M-1.5x3 M o M 4 1 g _1 , __ 1 ' 6 13 , 0 1 o M-3x4 0.25° M-3x80 M-7x8(S) M-3x4 y y y y 7-06-12 6-10-08 7-06-12 ), y 1-00 22-00 y ), 1-00 JOB NAME : POLYGON 4-6 NH - 64 �<e,ED PROFFss Scale: 0.2646 !`\�7yGlN,I/kryp /02 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� v t /�1VI 17 -9 p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92!•P E Truss: 64 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...064111111110, ry. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 /"�4� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON `V SEQ. : 6052942 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- �q y 2o\ �& TRANS I D: 407654 design loads be applied to any component. g,Designand ar assumes fulldition" tat all supports /� 5.CompuTrus has no control over and assumes no responsibility for thebearing shown.Shim or wedge if y/ 1 4, {� fabrication,handling,shipment and installation of components. necessary. e'`_ This design is furnished subject to the limitations set forth byT.Designlaesassumes adequateadon drainagehciso truss,and MSPRO- 6. V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII S Plates shall be located both faces of truss, placed so their center TPI/VVI-CA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. e.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC: 2x4 KDDF #1&BTR 2- 3=(-3426) 635 B- 9=(-483) 2529 3- 9=(-746) 355 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-2003) 496 9-10=(-398) 1780 9- 4=( -33) 281 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10-11=(-522) 2546 9- 5=(-105) 126 TC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-2020) 501 11- 7=(-603) 3049 5-10=( -13) 286 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=(-3444) 687 10- 6=(-750) 308 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 6-11=(-142) 1107 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"OC UON. FORBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0" -221/ 1145V -49/ 56H 5.50" 1.83 KDDF ( 625) 12'- 11.0" -175/ 1020V 0/ OH 5.50" 1.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 0-11-10-11-10 5-11-11 MAX LL DEFL = -0.092" @ 6'- 11.0" Allowed = 0.600" ,' MAX TL CREEP DEFL = -0.179" @ 6'- 11.0" Allowed = 0.800" 2-09 3-02-11 0-11-10� 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076" @ 12'- 5.5" T f 320# 1 320# f '" MAX HORIZ. TL DEFL = 0.125" @ 12'- 5.5" 12 • • 12 NOTE:Design assumes moisture content does 6.00/ M-4x6 M-6X6 -----.1 6,00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 100 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x5 M-3x5 Truss designed for wind loads in the plane of the truss only. M 3x6 NOM M-3x6 co 9 10 1 i o M-3x8 M-3x4 _S -- Cr �. ** ** MI o o M-5x6 M-5x6 **7 0 **2X WEDGE W/(2) M-3X4 TYP. 4.00 --14.00 12 12 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 1-00 2-05-08 8-00 2-05-08 y y ), 1-00 12-11 <<,\"' t9 PR°Fes, JOB NAME: POLYGON 4-B NH - Al Scale: 0.3975 �� '017 WARNINGS: GENERAL NOTES,unless otherwise noted: •9219PE 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 /' Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '�►. is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `.�� - DES. BY: LJ p Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to 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. SEQ. : 6052943 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �7 A�/` design loads be applied to any component. and are for"dry condition"of use. LIQ -7 y 14, 2P� TRANS I D: 407654 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. SFR R l trLc_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII VIII VIII IIII IIII TPI VVTCA in BCSI,copies of which will be famished upon request. git coincide with jointcenterche. 9.Digitssoncde size of plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Re BC: 2x6 KDDF #1&BTR ( on- p) 1- 2=( 0) 50 2-10=( -872) 3317 3-10=( -99) 218 WEBS: 2x4 KDDF STAND LOADING 2- 3=(-3837) 1063 10-11=(-1096) 3715 10- 4=( -33) 732 3- 4=(-3761) 1069 11- 8=( -872) 3317 10- 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3345) 988 5-11=(-540) 353 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-3345) 988 6.11=( -33) 732 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-3761) 1069 11- 7=(-100) 218 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7. 8=(-3837) 1063 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8. 9=( 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONE LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -509/ 2253V -77/ 77H 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.116" @ 14'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.218" @ 14'- 0.0° Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 21'- 6.5" 7-11-11 NOTE:Design assumes moisture content does 6-00-10 7-11-11 not exceed 19% at time of manufacture. 4-01-12 3-09-15 3-00-05 3-00-05 3-09-15 4-01-12 Design conforms to main windforce-resisting 597.30# f T f system and components and cladding criteria. 12 597.30# 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00/ M-5x8 M-5x8 M 3x4 '',..I6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5 Truss designed for wind loads 98 4in the plane of the truss only. M-1"5x3 ,M-1.5x3 CO o co io ii o M-3x8 0.25" M-3x8 0 M-7x8(S) M-3x8 , y ), 7-06-12 6-10-08 7-06-12 1, y 1-00 22-00 y y 1-00 JOB NAME : POLYGON 4-B NH - 65 Scale: D-2902 �5' c��GIPQN/�F�cS�i�/- WARNINGS: GENERAL NOTES,unless otherwise noted: �� /8/! `-- p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E (� Truss: 65 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 "PPPDES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ M /1 4.No load should be applied to any component until War all bracing and 4.Installation of truss is the responsibility of the respective contractor. 77G OREGONb TRANS I D: 407654 +� S E:Q design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q .1 kr 7 4, - � � � t�4 fabrication,handling,shipment and installation of components. necessary. /�,� ek`_ 7.Design assumes adequate drainage is provided. % t�n,1 `„ �! B.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 �l rl 4- I 1101 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=( 0) 50 2-6=(-312) 1385 6-3=( -249) 1361 TC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1631) 311 6-7=(-303) 1333 3-7=(-1590) 355 BC: 2x6 KDDF S1ANDR 3-4=( -112) 106 7-4=( -120) 113 WEBS: 2x4 KDDF STAND LOADING 4-5=( -10) 5 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -225/ 1094V -58/ 152H 5.50" 1.75 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL( 607.1)+DL( 412.9)= 1020.0 LBS @ 4'- 0.0" B'- 0.0" -264/ 1268V 0/ OH 5.50' 2.03 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322.0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0' C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017" @ 4'- 2.5° Allowed = 0.354" MAX TL CREEP DEFL = -0.036° @ 4'- 2.5" Allowed = 0.472' 4-04-04 T 3-04 0-03-12 MAX HORIZ. LL DEFL = 0.005° @ 7'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 12 6.001/ M-1.5x3 5 _, NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4 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=l.6, M-3x6 Truss designed for wind loads co in the plane of the truss only. 0 leo Cr 52 ..AdlIllAldll anal ® I 1 6 **7 M-3x4 M-3x8 M-3x5 11020# 541# y 4-02-08 3-09-08 J, y ), 1-00 8-00 � 0PROFFS JOB NAME: POLYGON 4-6 NH - AG Scale: 0.4632 .� /gui s - WARNINGS: GENERAL NOTES,unless otherwise noted: 6,r444 S.9 PE ("' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AG 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.Adams!tem ora bracing to insure stabilit during construction 2•Design assumes the top and bottom chords to be laterally braced at �� P ry y 2'o.c.and at 10'0.0.respectively unless braced throughout their length by f err DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE: 9/8/2014 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. S E Q. : 6052945 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment, o { design loads be applied to any component. and are for"dry condition"of use. tzT TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if /Q 14, O�Q fabrication,handlin shipment and installation of components. . MER R It...... g, p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 20 .4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9' -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" T T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 / MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 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. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '' Truss designed for wind loads o in the plane of the truss only. co o/- 0 III o� 1 2►1 ��4 M-3x4 ), y y 1-00 FPROVIDE FULL BEARING:Jts:2.3,4I 6-00 JOB NAME: POLYGON 4-B NH - AJ1 Scale: 0.6954 ��5-s`<=6 QJGPN�Fe._kvo ,, WARNINGS: GENERAL NOTES,unless otherwise noted: �/ ` /��[] -0.- trt" -,71.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 r-E Truss: AJ 1 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. i' /J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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: 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). .../''4111W ' the overall structure is the of the 3.2x Impact bridging or lateral bracing 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. OREGON 44 S E:Q 1G" 4 .\t' A• TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. ./10 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 O q y 14, rt0 A..1� fabrication,handling,shipment and installation of components. necessary. MSR�'�� 7.Design assumes adequate drainage is provided. 11 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII III I VIII VIII I II IIIITPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 7=(-421) 1520 7- 3=(-106) 554 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1727) 474 7- 8=(-363) 1268 3- 8=(-687) 302 WEBS: 2x4 KDDF STAND 3- 4=( -716) 176 8- 9=(-359) 1282 8- 4=( -51) 353 LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 8- 5=(-701) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1742) 4B3 5- 9=(-104) 560 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0° 0.0° BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -110/ 667V -56/ 64H 5.50" 1.07 KDDF ( 625) Connector late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -64/ 541V 0/ OH 5.50" 0.67 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f f MAX LL DEFL = -0.045" @ 10'- 2.8" Allowed = 0.600" MAX TL CREEP DEFL = -0.088" @ 6'- 5.5" Allowed = 0.600" 2-09 3-08-08 3-08-08 2-09 T f f T T MAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.066" @ 12'- 5.5" 6.00/ HM-4X4 \I 6.00 NOTE:Design assumes moisture content does 4 4.0" not exceed 19% at time of manufacture. Illi Design conforms to main windforce-resisting R� system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 1-3x4 Truss designed for wind loads in the plane of the truss only. Ni -3x4 �� ee-.........01M111111111111111116RN M-3x4 o� ...0 M-5x6 3 M-5x6 * 1, �� 0 M-3x8 ��se�� o 06 o **2X WEDGE o W/(2) M-3X4 TYP. a 4.00 4.00 I - 12 12 y / y / ), 2-05-08 3-10-04 4-01-12 2-05-08 > ), y J, 1, 1-00 2-05-08 8-00 2-05-08 1, y 1, 1-00 12-11 oc PRQFFS, JOB NAME : POLYGON 4-B NH - A2 Scale: 0.4089 ��, !_``p/y,�"(N� on GENERAL NOTES,unless otherwise noted: � v.7PE/�u7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = Truss: A2 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 bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by //;_a ; P h Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -10 CC DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON - 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. '}� SE Q. : 6052947 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- ter ONS design loads be applied to any component. and are for"dry condition"of use. O -7♦ 14 2 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q fabrication,handling,shipment and installation of components. Design assumes `p f-� P 7.Design assumes adequate drainage is provided. rl 1:1'1 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 111111111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center che. 9.Digits inasize of plateininches.. 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 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-40) 99 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-162) 25 5-7=(-90) 209 5-3=( 0) 45 LOADING 3.4=( -23) 30 3-7=(-215) 93 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 344V -14/ 77H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -85/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) 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.[ 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.007" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 4'- 9.8" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 4'- 9.8" Allowed = 0.105" 6.00 I/ MAX HORIZ. LL DEFL = -0.005" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.008" @ 4'- 9.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting 0 system and components and cladding criteria. 3 co o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads �EA L� in the plane of the truss only. CO 7 0,- IMo c) M-3x4 orill 0 1 2� h¢-3x4 M-3x4 M-3x5 J, yy y J, 2-03-12 0-01-12 2-04-04 1-02-04 J, y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME: POLYGON 4-B NH - AJ2 Scale: 0.5954 c.-e PQN�F�ss/��/- WARNINGS: GENERAL NOTES,unless otherwise noted: 4� /�1j,// 2-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 9 G P E ('' Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 1 DATE' 9/8/2014 responsibility g continuous sheathing such as plywood in ere and/or drywall(BC). / '�!- the overall structure is the res onsibili of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ M 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'y OREGON SEQ41../.N1"' TRANS I D: 407654 design loads be applied to any component. and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q -(4- 14 Vi- necessary.handling,shipment and installation of components. necessary. A,� !1P 7.Design assumes adequate drainage is provided. %�"R R I1 '- V 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 f'l L I VIII(VIII IIIIIIIIII VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This dFIC LUMesign BER-Bprepared from computer input by PACIC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-120) 198 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-266) 62 5-7=(-266) 424 5-3=( 0) 51 3-4=( -52) 43 3.7=(-435 273 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -56/ 381V -22/ 107H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 9.8" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: 5'- 11.1" -51/ 110V 0/ OH 1.50' 0.18 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 5-11-01MAX LL DEFL = 0.018' @ 2'- 3.8" Allowed = 0.254" 1' f MAX TL CREEP DEFL = -0.026" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 4'- 9.8" 12 MAX HORIZ. TL DEFL = 0.017" @ 4'- 9.8" 6.00/ -V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. rii 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), ti load duration factor=l.6, M-4x6 o Truss designed for wind loads 3 cm in the plane of the truss only. 4Fillirsassia J.. deiN1111MINIMENNIMI"7 c?,- o M-3x4 v BrilMINIMILE o o/- 0 2111'°111 3x4 M-3x4 M-3x5 y yy > ), 2-03-12 0-01-12 2-04-04 1-02-04 * y 1, y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4, ��.9,0 PROr 5. JOB NAME: POLYGON 4-B NH - AJ3 Scale: 0.5450 �� G(NE 'o 44, 17 WARNINGS: GENERAL NOTES,unless otherwise noted: !g 2•S P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 3and Wamings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown S. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at 'r� po ry g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir►,- 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: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -110 OREGON �1t: 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052949 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 .23\ �`L design loads be applied to any component. and are for"dry condition"of use. L/Q •7 7 4, �� T- 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 1 TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. � R R 11�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.lDigss /1/ 'ines Ge de s ze oint of plate incenter iniches. nes. MiTek USA,IDC./CDmpuTrua Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-476) 2794 9- 3=(-124) 981 14- 6=(-37) 153 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3167) 585 9-10=(-411) 2348 3.10=(-884) 206 WEBS: 2x4 KDDF STAND 3- 4=(-1687) 349 10.13=(-209) 1469 10- 4=( 0) 297 LOADING 4- 5=(-1142) 303 11.12=( 0) 0 4-13=(-617) 187 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1150) 293 12-14=( -9) 51 12-13=( 0) 75 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1519) 311 14- 7=(-229) 1272 13- 5=(-137) 727 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 13-14=(-219) 1230 OVERHANGS: 12.0" 12.0" 13- 6=(•355) 157 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C16 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 11-00 11-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T < fMAX LL DEFL = -0.089" @ 6'- 8.8" Allowed = 1.054" 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX TL CREEP DEFL = -0.180" @ 6'- 8.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003° @ 23'- 0.0" Allowed = 0.133" 12 12 6.00L.--"' iiM-4x4 v 6.00 MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 4.0 MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" 5 ,t_+( NOTE:Design assumes moisture content does 1414444 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 11111 M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,, load duration factor=1.6, Truss designed for wind loads M-3x5 in the plane of the truss only. 3 y co M-3x5 m �_ 0 v �_ M-5x6 10 0 13" • o o 1 -`-� M-3x4 8/- " v 11 12 14 0 o **2X WEDGE M-1.5x3 7=M-4x4 M-3x4 0 W/(2) M-3X4 TYP. M-5x8 /1 4.00 12 y y y ), y y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 y y y y y y 1-00 2-05-08 8-00 11-06-08 y1-00 1,1, 10-10-04 0-04-12 11-01-12 y ) 1, y 1-00 22-00 1-00 JOB NAME : POLYGON 4-B NH - BV3 Scale: 0.2512 �5�c��GPN Ore WARNINGS: GENERAL NOTES,unless otherwise noted: ��(I� /�1VI/ I -v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G P E 9� Truss: BV3 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 bosom 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 �� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �!- DATE: 9/8/2014 p ty g 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 60529514.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 1(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407654G ��y ZQ�� design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14" ` fabrication,handling,shipment and installation of components. necessary. .Design assumes adequate drainage is provided. 'R RIO,c?›''...(... - 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCS(,copies of which will be famished upon request MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Diggs indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111IIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(0) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -69/ 286V -7/ 47H 5.50° 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 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 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1 11 11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" '1' '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 • 6.001/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ erV. o M T Of V _ - CD C) 1 2 --->-C4 M-3x4 y ), ), 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 8-00 JOB NAME: POLYGON 4-B NH - BJ1 Scale: D.6001 �5�<-''''\��"pN/4, ../Ot- WARNINGS: GENERAL NOTES,unless otherwise noted: �� . /1�/f -v9 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 = G, P E Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�. DES. BY: U is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rrr , P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON Ct. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6052952 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2� �S design loads be applied to any component. and are for"dry condition"of use. Y 14 T TRANS I D: 407654 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. MER R i L\- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lines indicate with jointcenterche. 9.Dress innicdte size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 357V -14/ 77H 5.50' 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) ( p , 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. GOND. 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 = 0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" 3-11-11 MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0,467" '1 T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 1/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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. ..4- c:. cm Co Of- ci- III0 O� 2 .14 M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 8-00 JOB NAME : POLYGON 4-B NH - BJ2 Scale: 0.6001 �tc, \�\�7yGQNRf/��S`S>O WARNINGS: GENERAL NOTES,unless otherwise noted: 4-^t- f /(gl(ry 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E 9� Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. „..0.411111114- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) M tr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 111 SEQ. : 6052953 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, �12,6',7;,7), `Px design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407654 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 14, 2� t� fabrication,handling,shipment and installation of components. Dnecessary. q' fl f' 7.Design assumes adequate drainage is provided. /1/' RR v/ R p'�� V 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 f1 VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 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) 50 2-4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ B2V 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 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078° MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" T MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 6.00 -" MAX HORIZ. TL DEFL = -0.000" @ 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), load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. Co Co c,,,_Ch O� ��4 O M-3x4 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 8-00 �ti`�'�0 PROr JOB NAME: POLYGON 4-B NH - BJ3 Scale: 0.5751 �5 GINS �p ' rUigi[r WARNINGS: GENERAL NOTES,unless otherwise noted: :g 2//P E v-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual // and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 3 incorporation of component is the responsibility of the building designer. 2.204 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 r 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: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON wCr 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. do SEQ. : 6052954 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 P+� design loads be applied to any component and are for"dry condition"of use. GHQ 9 y 14, �� c_S' TRANS I D: 407654 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. MFR R 11-�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII VIII 11 VIII VIII 1111111111111 IIIIIIIIIII TPIMRCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith jointpate nr che. 9.Digits idsize of plateetinches.. 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 8'- 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) 50 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3.(-127) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. QDND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 6.00 1,/ 0' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v M Of-- 7 IIIO/- O 2�� 4 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,4,31 8-00 JOB NAME: POLYGON 4-B NH - BJ4 Scale: 0.5376 ,5;�',GQNRI4?„`S,'i0A WARNINGS: GENERAL NOTES,unless otherwise noted: �� 712 s / -Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE 9� Truss: BJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` // 424111W*continuous sheathing such as plywood /sheathing(TC)and/or drywall(BC). '�^'.- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60529554. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -L ORfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a EGON environment, / .74/i ZQ\t 10 4� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �A D fabrication,handling,shipment and installation of components. ecessary. 1 `_ 6.This design is famished subject to the limitations set forth b Y 8.Plates shall be located on both faces of ass,and placed so their center 7.Design assumes adequate drainage is provided. ili. -R R'L�- I VIII VIII VIII VIII VIII VIII I III IIII IIII TPI/VJfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-176) 116 3-4=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -44/ 449V -31/ 186H 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 101V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.7' -212/ 477V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.041" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 4 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 6.00 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. in co O,,- V O/--- 1 5► O M-3x4 y y > y 1-00 (PROVIDE FULL BEARING:Jts:2,5,3I 8-00 1-11-11 ��_,E0 PR QFFss JOB NAME : POLYGON 4-B NH - BJ5 Scale: 0.4665 e '�%g%/ '09 WARNINGS: GENERAL NOTES,unless otherwise noted: (t. .921e P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /" Truss: BJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ responsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * (� DATE" 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+n 04:7:02.N0 S E Q. : 6052956 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. 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, Ats,-{A. design loads be applied to any component. and are for"dry condition"of use. G/Q y � C_T TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design an ssumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. MFR R I1-�- p P 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request lines coincideiwithizjointpate nr linche. 9.Digitssindsize of plateetilines. 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 11111111111 This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-50) 15 2 -4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -76/ 301V -7/ 47H 5.50° 0.48 KDDF ( 625) 1'- 9.2" -29/ 26V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11,7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 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 = 0.003" @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 'I. T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1' 10,9" 6.00 / MAX HORIZ. TL DEFL = -0.000" @ 1'- 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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 o� r v III0 cV 1 2► 4► -3x4 ,1 y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3j JOB NAME: POLYGON 4-B NH - SJ1 Scale: 0.7112 ��5'��°GPN�p(7��y�sdjp�f WARNINGS: GENERAL NOTES,unless otherwise noted: �/ /�/�rv'f7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper All2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 9/8/2014 responsibilitybuilding continuousxImpact ridgisheangin or such l bracingas cinoequied where s shown-'drywall(BC). „.044100. the overall structure is the res onsibili of the designer. 3.2x Im act bdd in lateral required where ++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6052958 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, p-- 2j \jX 4, design loads be applied to any component. and are for"dry Condition'of use. / 9�.- rLQ 1_ TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, np„1` fabrication,handling,shipment and installation of components. Dnecessary. /114i �'` V 7.Design assumes adequate drainage is provided. 1., 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 VIII Ell VIII VIII 1111111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E0 111 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) 50 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -71/ 322V -14/ 77H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 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 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.) 6.00 / REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" 8 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0,002" 8 1'- 0.1" Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" 8 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" 8 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. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C" load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M/- 0 0 00� 2 4 M-3x4 y y y y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 P JOB NAME: POLYGON 4-B NH - SJ2 � rn ��`�GIN Cl/ Scale: 0.8279 \ !_``p, Ot_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� v.��yy/�/� -v9 �+ re 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 + P E Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.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 r�rr e �� P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -0 DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L A_OREGON ,..rr 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. 4e OREGON SEQ. : 6052959 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y Q design loads be applied to any component. and are for"dry condition"of use. Q 1 4 2 �- TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if q �Q- nfabrication,handling,shipment and installation of components. Decessary. '/�p R't-V- P P 7.Design assumes adequate drainage is provided. rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII)III VIII)III)IIITPINJfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center tein lines. indicate 9.Dieits size of cinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 I IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2.4=(OF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 50 2.4=(0) 0 7 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'• 0.0" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: 1'- 9.2° -46/ 152V 0/ OH 5.50° 0.24 KDDF ( 625) C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50' 0.23 KDDF ( 625) ( p , Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 Dsf) 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 = 0.002° @ -1'- 0.0" Allowed = 0.100" 6.00I 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050' 3 --/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1' Allowed = 0.067" MAX 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 199r at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. d Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M Of V iiiO /- -/ 022� 4� -/ M-3x4 1-00 2-00 3-11-11 [PROVIDE FULL BEARING:Jts:2,4,31 o R JOB NAME : POLYGON 4-B NH - SJ3 Scale: 0.6611 �\�'t�-'7/311r �C�P�Nl/�FFgoo WARNINGS: GENERAL NOTES,unless otherwise noted: /Vi( �-S! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E r. 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 tlesigner. /" 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / f�".- �� DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M (t. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 OREGON 4(f SEQ. : 6052960 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �9 1 ZQN�ATA. design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �` fabrication,handling,shipment and installation of components. Dnesign . A. �R �� C_ 7.Design assumes ca adequate both drainagecis provided. /+'� fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII 11111 VIII 11111 11111 [III[III TPIM?CA in BCS[,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. id 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-42) 57 3-5=(-209) 152 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 72 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC 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: 12.0" 0.0" 0'- 0.0" -79/ 425V -28/ 86H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 276V 0/ OH 5.50° 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.122" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 3 MAX TC PANEL TL DEFL = -0.161" @ 3'- 5.3" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.000" @ 6'- 5.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" 4.00 ii NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5x3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. m Wind: 140 mph, h=20.3ft, 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. N- c N i o� 1 2 ►25 -/ Cz M-3x4 M-1°5x3 y y > 6-05-08 0-03-12 > y y 1-00 6-09-04 ��40. 0 P R OFFss JOB NAME : POLYGON 4-B NH - Cl Scale: 0.5738 �� 7f\7yG'N� 'oA GENERAL NOTES,unless otherwise noted: . r/1�/� -v-7 WARNINGS: c �PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C 1 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'' DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9L OREGON �w� 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. 1k SEQ. : 6052961 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 Ate{ design loads be applied to any component and are for"dry cond'nion"of use. <^ 9, 74 C_T� TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge fnV p p fabrication,handling,shipment and installation of components. ry. � rl R I V`"' p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1E100 VIII VIII 1111111111111 11111 lIII lIII TPIMlrCA in BCSI,copies of which will be furnished upon request lines coincideiatwithizjoint ain che. 9. Digitssidsize of plate ein inches.. MiTek USA,InC./COfnpuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2' TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX) MEMBER FORCE) 43-5=(-210) 155 1-2 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 1-2=( D) 36 2.5=(-42) 57 3-5=(•210) 155 WEBS: 2x4 KDDF STAND 2.3=(-88) 75 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 424V -28/ 87H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2' -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON(, 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN1S (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.121" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.159" @ 3'- 5.3" Allowed = 0.580: T 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 5.5" 4.00 / MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 4Design conforms to main windforce-resisting 3 system and components and cladding criteria. i1i Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Lo Truss designed for wind loads in the plane of the truss only. 0 co ml m o� 1 2 ►15 -/ M-3x4 M-1.5x3 y y 1, 6-05-08 0-03-12 ,1 y y 1-00 6-09-04 JOB NAME : POLYGON 4-B NH - Cl GE <<�ED PRpFFs6' Scale: 0.5738 S G(�r�NF /2 WARNINGS: GENERAL NOTES,unless otherwise noted: �C/�\ v /fv�l -S7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: Cl GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ` // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1�P 49� DATE 9/8/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall BC. / / the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ ( ) • tt 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. "f7 OREGON {(J S E Q. : 6052962 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 A. y 20\�� design loads be applied to any component, and are for"dry condition"of use. /O 1 4, TRANS I D: 407654 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. `_ 7.Design assumes adequate drainage is provided. R + 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R �~ VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WrCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31;2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2-5=(-33) 36 3.5=(-160) 124 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=( 67)47 47 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 369V -21/ 67H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -24/ 212V 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 ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing-I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 4-11-08 0-03-12 3 MAX TC PANEL LL DEFL = 0.040" @ 2'- 10.2" Allowed = 0.281" MAX TC PANEL TL DEFL = -0.045° @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5" 4.00 V MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. a -/ 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Allload Heights), Entoosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in -..dIIIIIIIIIIIIIIIIIIIIIIIII duration in the plane of the truss only. 0 N cn odiri � 12 1111.- .115 0 M-3x4 M-1.5x3 y ) y 4-11-08 0-03-12 1-00 5-03-04 P JOB NAME: POLYGON 4-B NH - C2 scale: 0.6026 Co ..e. .tto,IN e ''o� GENERAL NOTES,unless otherwise noted: • /�� 9 WARNINGS: 92 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /// Truss: C2 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 chards to be laterally braced at 1,4011010'�:�� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /x DATE: 9/8/2014 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. yL /4,OREGON SEQ. : 6052963 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 2 ASS design loads be applied to any component and are for"dry condition"of use. /Q 91' 14, O T 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the necessary. M`R R I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII IIII IIII IIIITPI/W1-CA in BCSI,copies of which will be furnished upon request. linescoincide with joint center lines. 9. Digits idsize of cinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. liFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 201212=( 0)MAX) 6EM2-R 36 2-5=(-(-3333)) 36 3-5=(•161) 1 43-5=(-161=1 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-327 WEBS: 2x4 KDDF STAND 2-3=(-70) 50 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 368V -21/ 68H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND, 2: Design checked for net(-5 gsf) uplift at 24 "oc spacing,' C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 10.2" Allowed = 0.281" T f f MAX TO PANEL TL DEFL = -0.044" @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.5° 4.00 V MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 -V 3 Wind: 140 mph, h=20ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, ii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIS load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N to T/- II MO / 1 pJP U � /2►1 ><5 M-3x4 M-1.5x3 J, 1, y 4-11-08 0-03-12 ), )- y 1-00 5-03-04 D PRO JOB NAME : POLYGON 4-B NH - C2 GE Scale: 0.6026 ��I\7GIN -t* (),/o, WARNINGS: GENERAL NOTES,unless otherwise noted: 44.0' / /f /! '9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: C2 GE 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 1 �� the overall structure is the responsibility of the buildingdesigner. coImpact sheathing such l bas aplcing requiredd where s nor drywall(BC). / 'f! DATE: 9/8/2014 P Y 9 3.2x Impact bridging or lateral bracing shown++ M /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 OREGON <4,, S E Q L '$7 i+ 0�� AN TRANS I D: 407654 design loads be applied to any component and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, 2nt� fabrication,handling,shipment and installation of components. necessary. V c_ 7.Design assumes adequate drainage is provided. FPRO- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015