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Plans (47) Nil S 7)-crl c -oLma Z s— ? 3/45—Sw cS'w6ri MiTek6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D PROFF , �NGIN d0 4t-; , 0 2PE 9' y .5, OREGON (15)4)4./nt 9 AMBER _. HER " EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. ler MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-9OUP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 01ONTO � ') 49639 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B PL14-901JP F01 Floor 6 1 R41832522 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-cHTKdJclYpmObb IRPgo7B0ohg07S71HOPDhOfzOQTa 1 2-6-0 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 I 1• 2 3 4 5 6 8 7 o a Niii • 000000000000 . \o Q r N 11 e e 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 9-11-9 10-9-1 11-4-9 I 9-11-9 10ox�1 1 1111 1 1 16-4-12 x118 oa 3-o 5-0-31 Plate Offsets(X,Y): r10:0-1-8,Edgel,r11:0-1-8,Edael 0-7-0 a1 6 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 01°Ni° 11F BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 o' Oc WAS.Nr, (r WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 44 NOTES �o ,. • N 1)Unbalanced floor live loads have been considered for this design. t W� 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-PI 1. ":1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to ,K)'16,, 9 be attached to walls at their outer ends or restrained by other means. 449639 w S S �G�LOAD CASE(S) Standard j?IstALV .(( O PRO Fes � ANG I NFFR `rv0 Q 87022PE �' ( Z6WN 90 c�-'yBER \'` O EXPIRES:00/2015 4 April 22,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INa.UDED MIIEK REFERENCE PAGE MII-1413 rex 429/2018 BEFORE USE �� p Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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 SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern Pine(SP/lumber is spec hied,the design values are those effective 06/61/3613 by ALSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOs7X1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 0r—&3 i 1 2-3-0 I 1 1-2-0 I I 1-0.5 2-6-0 I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x6= 4 5 6 7 8 9 10 • o a • • . I _ o O N N � a B ,- e \/ O e 17 TG` 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= 3-0-4 15-10-12 I I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edoel,r12:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.01 11 n/a n/a Weight:74 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift 17=426(LC 4) ONTO Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) r1 ,Q' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. c)0 P:. V+/Asp,, TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 1 8-9=-1099/0 ti� s� O -6Ct1 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 �` "2` N WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, I 9-12=0/379,3-15=0/856 NOTES �� 49639 �� 1)Unbalanced floor live loads have been considered for this design. 0kt, GISTS 2)Refer to girder(s)for truss to truss connections. CS 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SIO jA[F,� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �p P R�FFs 6)CAUTION,Do not erect truss backwards. 5� !�OINF`'-'9' `rip LOAD CASE(S) Standard ��� `i 9 870 2PE / <'' N 7 �A), OREGON [19 1C/� O S A. 1-10; EXPIRES:030/2015 April 22,2014 g r ®WARNING-Verify design parameters and READ M7 TES ON TNISAND INCLUDED MI7Ex REFERENCE PAGE NII-7473 rex 1/29/2014 BEFOREN.% ix Design valid for use only with M16<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 NM 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 If SoutInformation hern n Piine OP)vlumber is Truss Plate theldesign values are thtose effective 06/014013 by AISta Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B PL14-90UP F03 Floor 3 1 841832524 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Ygb42?eH4R06gv8gygiHCc57kT4Ew0FaTjinSYzQQTY 1 2-6-0 I I 2-5-1 II 1-2-0 ii 2-4-11 I Scale=1:28.9 1.5x3 H 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 —` a_ o e o , N O 6 a e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4=- 10-10-9 10-10-9 11-7-1 I 10-2-1 10,3,9 111-5-9 I 1 16-7-4 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(KY): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0"cONIQ ,t TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 �oc,�Ov;VlAS!!r, fr WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES h` di. W A:, >,11 d tri co 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. % 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to °� be attached to walls at their outer ends or restrained by other means. �15'� :-10° 49b39� LOAD CASE(S) Standard IS I39,ISAL G� ���Ep PRDPk' Co (5C9�N {NEER /a c 2 874 2 P E -- 7 '0), GREG N rV� td./N.. 9L. AMBER ' OS A. HECk EXP I RES:MO/2015 April 22,2014 4 5 WARNING-Verify Design pardme yrs and READ!MESON MIS AND INCLUDED MITf1L REFERENCE PAGE MTh 7413 reit 1 j29fZ62S Bf1=0RFt1S£ �� Design valid for use only with Mi fek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 I V I/� iTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TNT Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suke 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Heights,hts,CA,95610 If Southern Pine(SR)lumber is spec wed.the design values are those effective 06/02/2413 by ALS{ 9 Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional). -Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-0s9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_z0QTX I 23-0 I 1 1-4-11 11 1-2-0 1 1 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.553 I I 1 2 3 4 5 6 7 8 9 10 °--N-- - / :. o-444444444114141111r -ci N x- /i . \ osiiti ee eB • 1/ 15 14 13 12 11 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 3A11- 18-1-4 I 13-1-11 10-7 -0 10-7- 0 I 3-9-9 Plate Offsets(XV): f12:0-1-8,Edae1,f13:0-1-8,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 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a Weight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t'CONIO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 cj QJ Asj�r, BOT CHORD 15-16=0/1550,1415=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 Q 0' 'W y, WEBS 7-13=0/354,8-12=-569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, CJ 44 0),, `'i 6-13=-860/0 e ' ' p1 �I J _ N NOTES \ 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. i/f',r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,r fi 49639 Wa 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O� 4 ISTE. 9 �- be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1 <c¢Vp P R OFess L!j' c.� tiNG�NFF,4 X0.2, 87022PE r N N -7,„SAT OREG N ‘19O�� A, HEY"ER RP EXPIRES:110/2015 April 22,2014 41 4 ®WARNING-Verify design parameters and READ NGIES ON IVIS AM)INClUDEO MIIEK REFERENCE PAGE MlI-1413 rev.1/29/2014 BEFORE USE ' Design valid for use onN with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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 SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine 01 lumber is specified,the design values are thane effective 0S/01/2013 byALSC i Job Truss Truss Type Qty Ply 56 PL14-90UP F05 Floor 9 1 841832526 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(octionall 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwQszX1 UY-zFGDgOgAMMOghMsFDzG_ciEjdrh4P7Ju1 AhwS3tzOQTV 13-0 1 1 1-1-1 II 1-2-0 1l 2-4-15 1 2-6-0 1 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8=- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 / IN ,- a e. ,,, 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 WH= 1 14-5-9 15-7-9 5-03 20-9-8 Plate Offsets(X,Y): f12:0-1-8,Edge1,f18:0-1-8,Edge1 14-5-9 7° 7-01 5-1-15 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=4247/0, �1 NI0 I�fi 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=-3519/0, 13-14=3519/0,14-15=-3519/0 Q/ °. rt BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, V 19-20=0/3519,18-19=0/3519,17-18=0/1990 �Q� $" Flo WEBS 12-19=-357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, wa 12-20=0/1057 ,,�r A NOTES 4.9639 w 1)Unbalanced floor live loads have been considered for this design. 0{ 4'. `C 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. sSj NALV, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R LOAD CASE(S) Standard '� NGN FFs6> --v___ .870 2PE N y 'Oj, OREG•N ti9 zUU '5s�' AMBER 4% �0 �` A. HE° EXPIRES:OW30/2015 ® April 22,2014 ®WARNING-Verify design parame krs and READ NOTES ON MS AND INCLUDED MIIEX REFERENCE PAGE MII-1413 rex 1/29/2214 BEFORE USE r... Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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/1Pl1 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 Citrus Heights,CA,95610 if Southern Pira=(SP)lumber is speti5ed,the design values are those effective 06/01/2013 by At50 Job Truss Truss Type Qty Ply 5B Ra1832527 PL14-9OUP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 lO:j7axn40sHnThlyaUAczw0szX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tz0QN 1-4-0 1 2-6-0 2 3x4= 3 1.5x3 I I 1 1.5x3 I Scale=1:8.7 II II 0 N ErePA ME r NW, // 4 5 Fri4 3x4= 3x4= 9 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a Weight:19 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIO k NOTES OGj oo,WA$kj, r 1)Refer to girder(s)for truss to truss connections. 'W 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. C..) 4 G 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 11. Q j ,p 'C� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks toto .M ,; '2 N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,ett, 1V r P k 4963947 9,t, etsTe ' ' ���E° PRDPe8, �� N� �cNGINFAi /O'9 87022P� y �ArOR GON ti�4w .Y0 ' ER '\', P' QC% ....P A. HERS EXPIRES:00/2015 April 22,2014 r WARNING-Verify design parameters and READ MOTES ON MIS AND INCLUDED MIEER REFERENCE PAGE 1411-7473 rex 1/29/2014 WORE USE �, Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 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. Citrus Heights,CA,95610 If Southern Pine ISP}cumber is specified,the design valves are those effective 05/01/2013 by ALSt Job Truss Truss Type Qty Ply 5B PL14-90UP F07 Floor 5 1 841832528 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXI UY-veOz5iiQuzeOwgoeLOISvfozjUmsbG8Jd?PY81z0QTT 1 1-7-12 1 1 1-8-15 I 1-2-0 11 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4 = 1.5x3 II 3x5= 1.5x3 II H <3: 4678 Xx e e e ee(p 15 14 19 8 17 16 a YZ 13 3x4 11 3x6= 3x8= 3x5= 3x5= 1.5x3 11 3x4 = 3x4= 1 1-10-12 217-5-4 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgef,18:0-1-8,Edge).113:0-1-8,Edgel,f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) 6-0-0 oc bracing:17-18,16-17. Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Nro�fi TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, (fP OV W. 11,,x, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, $' G° 1-13=-40809 Q x tt N WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=259/0,6-16=-295/0, / 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 • NOTES Y�I 1)Unbalanced floor live loads have been considered for this design. �7" 40 49639 w"� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 9� 1ST 0 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • • 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks toSjA1 E��1 be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ��RcO PR Oc-- The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �§� 0NCaI�JF�R s�t� LOAD CASE(S) Standard 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q 870jj/22 P E Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(lb) Vert:1=-304(F) yAj OREGO c�� <u OS A, HEVk EXPIRES:(160/2015 April 22,2014 4 wARNr Y NG-Verif y design promoters and READ NOTES ON 7Hr5AMD INCLUDED M7rElf REFERENCE PAGE MIr-1473 rex!/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. f�•. 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/TPII 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 Citrus Heights,CA,95610 tr Southern Pine(SP}lumber is specified,the design values are those effective 06/01/2013 by ALS{ Job Truss Truss Type Qty Ply 58 R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgOeLOlSvfo4nUv9bNVJd?PY81z°QTT 1 2-6-0 1 0-5-10 1 1 1-2-0 1 i 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 23x4= 34 53x4= 1 6 e \ 7---. — 0 O N N e e e e e 1,;<<i e p 83%4— S 9 3x4= 3 3x4= x4= I 3-1-2 3--tl0 3-9-10 1 4-4-10 416-? 8-6-8� 1 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 0-6 Plate Offsets(X,Y): 18:0-1-8,Edae1,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.19 Horz(TL) 0.01 7 n/a n/a Weight:39 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. } , ,p10N10 TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 cj eJ `IA$jrl, �(r BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Q ` `W WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 ` isi---...\\ NOTES /00 1., til 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. IF',r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 w� be attached to walls at their outer ends or restrained by other means. Gi .14, 40 GISTS0 LOAD CASE(S) Standard 4S1s, ION A7 a' (15 �NG(NEF'4 /0* 870 2PE tpN 1<‘Al, OFIEGO /ti wN �0 AMBER \� O OS A. HEP'�P EXPIRES:0:0/30/2015 April 22,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE P111-7473 rex I/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. Mil 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 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,056-89 and BCSI Building Component H Southern Paine ISP}lumber from Truss Plate specified,thelInstitute, Safety design values are those effective 06/41/3013 by ALS{22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 58 PL14.90UP F09 Floor R41832530 1 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 1 I 1-2-0 I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I J N L eN0 O A ,,L ee e 9 1.5x3 II 8 7 6 354= 3x4= 3x4= I 3-0-14 �2-6 3-9-6 I 4-4-6 1 fi-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,18:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �ycNIofi TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 S WA$ �A WEBS 2-9=-456/0,4-6=-424/0C.i Q' I�jA- YN tiN , YV� NOTES �Q �.a d 1)Unbalanced floor live loads have been considered for this design. , 2 N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 1'`r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. "G,�iO p49639� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to +t' �I be attached to walls at their outer ends or restrained by other means. �STEg Sid LOAD CASE(S) Standard �`sj(}j�JAZ,14 6l • ��� c PROF- es, �� ENGIN -, - l0 - 7 870 2PE r 0 cv y �Aj, OREG N ti9 l/ 9 � O M�BER 4 e .7 vS A. HRP EXPIRES: 0/2015 April 22,2014 a 9 ®WARNING-Verity design parameters and READ MITES ON MIS AND INCLUDED MIIEK REFERENCE PAGE MII-1413 rex 1/29/26Id BEFORE USE Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A 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/TPII 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 Citrus Heights,CA,95610 N Southern Pine(SP}lumber u specked,the design values are those effective 0£s/02/2018 by ALSO Job Truss Truss Type Qty Ply 58 R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-r0V4WOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCez0QTR I 2-3-0 I1 1-7-11 1 11-2-0 1 1 1-4-9 I 1-6-0 1 Scale=1:26.9 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5. 6 7 8 9 o \ / o N e o o ® e .6.. a 1— 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 11-1-11 148-11 15-5-4 I I 11-1-11 0-7-0 10-7-0 1 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edoe1,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.04 10 n/a n/a Weight:70 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) 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=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOMO Tri TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=2434/0,5-6=-2434/0,6-7=-1775/0,7-8-1775/0 1'4.14 A$ �fi BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 Q O WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 i C.) ski) 9� ,t,6 ,yrt�c, oNOTES 1 _ N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. ftta 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ff';r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �j 49639 "V be attached to walls at their outer ends or restrained by other means. OS IS99 LOAD CASE(S) Standard �s`SI:N:r. '4° PR OF 17 ��� cNGf NEF9 'Ci* 870 2PE • - � / Aj, OREGO q, 4// O SOD MBER .\\ P\ S 4 t-1E�\ EXPIRES:06130/2015 April 22,2014 ® WARNING-Verify design parameters and READ NOTES ON IVIS AND INCLUDED MTIEK REFERENCE PAGE M11-7473 re c 1/29/2014 BET-GREW I Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown II/111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity 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/MI Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate H Southern Pine(SP)lumber is apes Med,the ldesign values are those effective 06/01/2013 by ALSC�4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B PL14-90UP F11 Floor 2 1 841832532 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1UY-r01A1WOjgQau6A AOSoKw 4u PZIbT3Hwc4JufCezOQTR I 2-6-0 10-5-10 I I 1-2-0 11 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 o- N- ° 0 c4 O N e 1� 9 8°3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 416-p 8-8-8 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-2-6 I Plate Offsets(X,Y): 18:0-1-8,Edcie),(9:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 �t�Nra kfi BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 S WAgj�r� WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 O 7V `i- NOTES �� j !y. Q*� d O� 1)Unbalanced floor live loads have been considered for this design. I ttl N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -- r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 49639 5 °.o �.GiS � LOAD CASE(S) Standard .s,c, 14 " I c`5 .NGINEFR /0 444 2 Q 87022PE N y CEGO 4,Pii/ �on AMBER \\ �� S A. HER‘P EXPIRES:G 0/2015 April 22,2014 t WARNING-Verify f design parameters and READ NOTES ON 7HISAND INYIUDED MITER REFERENCE PAGE MII-7473 reit 1/19/Z024 BEFORE'USE �•• Design valid for use only with WOconnectors.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 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern Pine fSP}lumber is spec wed,the design values are those effective 06/01/2013 try ALS[ Job Truss Truss Type Qty Ply 53 841832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-JD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4z0QTQ 2-6-0 I I 2-3-5 I I 1-2-0 II 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 ;- 3x4 = 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 101-113 11x1311 16-5-8 I 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0.1 Plate Offsets(X,Y): f10:0-1-8,Edoel,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0,VONIO h TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522o o' WAS WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 CJ ,S� Gi, NOTES 1 ttlN 1)Unbalanced floor live loads have been considered for this design. ) 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. tiiiii 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A 14''''r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 W be attached to walls at their outer ends or restrained by other means. 0���4GISTE$� �$ LOAD CASE(S) Standard SS ION AL' �c�tiD PROF e6, r�5 G{NEF'4 io . 87022PE / N N - SAT OREGON cq, lU�. 'A� F'y$ER 1' O �8 4. HE��P EXPIRES:Q0/2015 April 22,2014 8 IMEOW WARNING-Verify design parameters and READ h07ES ON MIS AND IM2tiDED MI7EKREFERENCCE RAGE 911.7413 rex 1/29/2014 BEFOREUSE O. Design valid for use only with Wick 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 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 At�elR.' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MVS fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}larmber is specified,the design values are those affective 08/01/2013 by ALSL- Job Truss Truss Type Qty Ply 5B PL14-90UP F13 Floor 6 1 841832534 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-nPeUx4bcyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-30 1 1 1-411 II 1-2-0 11 1-2-5 1 2-6-0 1 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 0 1.—‘. e J °e • o s. 1 15 x 14 13 12 'I'r 3x4= 3x8= 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 � t1 3-8-11 18-3-0 1 Plate Offsets(X,Y): 112:0-1-8,Edgej,113:0-1-8,Edaej 13-1-11 a7-0 o 7° 3-11-5 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONIO TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 49. BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 OCA� rAs,- fi WEBS 7-13=0/349,8-12=-534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, �7MI 6-13=853/0 S� 4:-w Xi NOTES ` �� 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. / r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. Qr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 .6 49639 be attached to walls at their outer ends or restrained by other means. GjSit`� LOAD CASE(S) Standard �s'sl ��� CSNAL ��4Ep P R,OFeS w -37 2 4 87022PE . y �'.0j, OREGO c '5-‘1 wN 9�, �M$E'R 11 -- �6 A. HERCP EXPIRES:06/30/2015 April 22,2014 45 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1,111.1473 re V.I/19/2014BEFDREUSE �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �•. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* ek* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern Pine t$P)lumber is specified,the design values are those effective 05/151/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1UY-FbBs8QmZjVHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 1 2-0.0 1 1 1-10-1 1 I 1-2-0 1 I 2-5-3 I Scale=1:21.0 N 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 6 63x4= 7 1 2 3 4 o o e 0 N O e 1' 11 10 9 8L] '3x4= 3x5= 3x4= 1.5x3 11 3x4= 8-2-9 1 8-9-9 19-4-9 I 12-0-12 1 &2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): [6:0-1-8,Edael,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a Weight:54 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P�yTpNi� TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 • Oy a As BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 T<0 Gj NOTES N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 W� be attached to walls at their outer ends or restrained by other means. 0� tsTE � • LOAD CASE(S) Standard s,1011TAL '- 1 ���ED 1:ROFe- �� �N I N ESR /�1-- 8 f2 PE (n / ,N N y ��'TOREGO ti�Qw 'A0,-, 8 E \1 P� `s A. HE�� EXPIRES:810/2015 April 22,2014 1 MIMI ®WARNING-Verity design parameNrs and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE i411-7413 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. 111 M" 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 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 ISafety Information available f Southen Pine(SPI Iumher iso specified,the ldesign values are those effective 46/01/3013 by AUG Citrus Heights,CA,95610 Job Truss Truss Type Qty 5B PL14-90UP FG1 FLOOR GIRDER 1 1Ply 1 R41832536 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) JI 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nyzq?7vC?wstLPzOQTN 1-4-12 I 1-4-0 1 1.5x3 2 I I 3x4 = 3 1.5x3 II Scale=1:8.7 • L 50 N A 5 4 3x4= 3x4= I 2-11-12 2-11-12I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 Tp1VIp�� NOTES C a V1A$Tr,, 1)Refer to girder(s)for truss to truss connections. W Ti,2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ty �`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 le 11 , Ox 't11 be attached to walls at their outer ends or restrained by other means. F '. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4I The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). A 496 LOAD CASE(S) Standard 49639�d �4 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q� ,v. Uniform Loads(plf) �s'Sj�NALE��� Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) V PR Ope ��� ‹5 6N6 NEFR s�0 `r 87022PE f y Aj, OREGO ti� <4/ 'A AMBER \'` �0 �sA. HEc", EXPIRES:00/2015 April 22,2014 WARNING-Varity design parameters and READ!VOTES ON MIS AND INCLUDED MITER REFFRENc,z PAGE Mf7-7473 re x 1/19/2014 BEFORE USE is.. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown .. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theerector. general guidance regarding p� ity of the fabrication,quality1p control,storaermanent ge,delivacing oery,erection and bracing,f the overall structure is the consult ANSI/7P11 Qualify Criteria,DSB-89 and BCSI Building Component r•7 Gent Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if Southern Pine{SP}lumber u specked,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832537 PL14.90UP FG I Floor Girder 2 1 Job Reference(optional). Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-FbBs8QmZjVHh1 Rub8xudcjwuGVbcGeL3nG7JpzzOQTO I 1_6.0 I 1-5-10 I 1-2-0 I I 1-4-14 I 2-60 I Scale:3/4'.=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 53x4= 23x4= 11 3 4 6 1 ° e ° o 7o O N N e a e 8 3x4= 1 9 3x4= 3x4= 3x4= 3-2-10I 3-9-10 4-4-10 668 I I 3-2-10 0-7-0 I 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFT in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:39 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 ilONIO j��p TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 Ooj P a iNA$Nr, `� BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 "W WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 S� r _ii., rl Si to NOTES N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. er 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 wa be attached to walls at their outer ends or restrained by other means. 'Jk4'GfS'I �~ 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. l — 6S The design/selection of such connection device(s)is the responsibility of others. 41 AL 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �E� p R op 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p11) ��� NG7+(NE .,, s/�2 Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) 87Q 2PE t' Vert:11=-169(B) 0 N 7 Aj, °REG N c 4// O 'A0 MSER '`` P� OS A. HEN'S EXPIRES:1130/2015 April 22,2014 1 t ®WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED HIM(REFERENCE PAGE MII•7473 rev.1/29/2014 BffDREt/5£ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. il 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 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 77777s Greenback k CA,ne, If Southern Pamar{SP1 Lumber to spec/fied,athel design values are those effective 06/01/2013 by ALS{22314. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6'4 8 Failure to Follow Could Cause Property I dimensions shown in ft-in-sixteenths (Drawings not to scale) MEEDamage or Personal Injury Dimensions are in ft-in-sixteenths. II14k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 „ ci-z cz-a '/16 2. Truss bracing must be designed by an engineer.For 0Allririn wide truss spacing,individual lateral braces themselves )%4.1 may require bracing,or alternative Tor I Qp bracing should be considered. 2 2 OPOR%r O O 3. Never exceed the design loading shown and never a_ IIII AI U stack materials on inadequately braced trusses. O 07-8 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C6-z s 6 designer,erection supervisor,property owner and plates 0-'/i ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6 joint and embed fully.Knots andPlace plates on each face ofss 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 "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured er endicular ESR-131 110.Camber is a non-structural consideration and is the P p ,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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 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 (Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. s./...e15.Connections not shown are the responsibility of others. 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 number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 8111111111111111 T 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and picturesbefore use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iv is not sufficient. BCSI: Building Component Safety Information, ■e 20.Design assumes manufacture in accordance with to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'•0' GARAGE LEFT 1V-11' 1 ASJI AS,,2 ASJ1 r / AS12 AH1 (2) 6:12 Al AH2 i` V// ' AH3 III 4. 4 jay alis MT it Al �a — 4 .d.Ea AH7 — c? 6:12 . • 6:12 AI-14r BH3 BH2 BH1(2) 6:12 k \ D-1--- , 6:12 jent.19 E2 (31 i 6:1 1 GI 4 ' E! :12 �• ®ii�ONFORMS TO DESIGN CONCEPT go T', 12 ! :1ETt I� 8Ei UNIFORMS TO DESIGN CONCEPT WITH __ _ . G1 to fi) REVISIONS AS SHOWN ' -4 1l2' 8',g' ! ®CONFORMS TO DESIGN CONCEPT [1 NON-CONFORMINt-REVISE AND RESUBMIT CONFORMS TO DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCEI 9'-6' 0 REVISIONS NOTED WITH THE DESIGN CONCEPT OLY AND DOES NOT RELIEVE THE ❑NON-CONFORMING—REVISE&RESUBMIT FABRICATOR VENDOR OF RESPCVSIBILITY FOR CONFORMANCE WITH THE THIS SHOP DRAWING HAS BEEN REVIEWED F.GENERAL ONFORMAh. V.ITiI DESIGN XPi ONLY AND DOES NOT RELIEVE HE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY COnuaTaauemeROEaesaoNSIBiEmFoawNFORAIANGEWITHDESIGN '!{I�I DRAWINGS,SPECIFICATIONS RID VEIL...E CODES.ALL of WHICH HAVE. OVER THIS SHOP DRAWING, Vr 1 , Tomm PRIORITY ovEa Tws snow Fuko,c. EY Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS BU1�CT ENGINEERING INC ©Copyright Compulrus Inc.2006 'DCn. •7 7E DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE. REVISION-I: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING prA,PDES RESPONSIBLE FOR OF RECORDumber LAN. DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS :� TO TRUSS CONNECTIONS.BUILDINGVt 5 / B CHECKED BY. DESIGNER/ENGINEEREVIDOFOFRECORD LLTO 0t TRUSS COMPANY REVIEW AND COALL 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. 40'-0' r 1 11'-11' I GARAGE RIGHT IPS R §iiiks3sq ' gini4gtE342161AR1 ASJ1 - _ __ __- ASJ1 ASJ2 / ASJ2 rp 6 12 AH1(2) i).0,.... I� 1.4 Alit ily // MSC AH7 , mr - Z? — - 4 A1 (4)sr ® I? AH7 AH6 6:12 6:12 AH5 —f.. AH4 I ® f BH3 6:1 t RN1 ��) \ \lb._ 7 , D2 (2) E2 (3)R•19I , 6:12 D1 v-- SLA C1 6:12 In 4•-. \ j ® CONFORMS TO DESIGN CONCEPT ro , 1:11 CONFORMS TO DESIGN CONCEIEWITH :1 t 6: I - 6 REVISIONS AS SHOWN - — ___- ❑ NON-CONFORMING-REVISE AND REsUbMIT 0 CONFORMS TO DESIGN CONCEPT �� y1p 11�1jf SHOP ORAL"DING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE 0 CONFORMSTODESIGNCONCEPTWITH 20'-4 trj�"H THF(1FSIGN CONCEPT ONI AND DOES NOT RELIEVE THE 0 RON CON ORMIN a� I FABRICATOR/VENDOR OF RESPONS BILITY FOR CONFORMANCE WITH THE NON-CONFORMING-REVISE& NERALGRESUBMIT a 'll DESIGN DRAWINGS AND SPECIFICPTIONS ALL OF VMICH HAVE PRIORITY T.SESPRICATO DRAWING HAS PEEN RENewm FOR cENEeAi.GDNFCR,JESIGN OVER THIS SHOP DRAWING. CON1RACTOR SHALL VERIFY ALL DIMENSIONS. WRH DESIGN CONCEPT ONLY AND DO. S RELIEVE THE DRAWINGS SPFICCR TI.RESPONSIBILITY FOR GODES ALL OE WlHI H NAVE DRAWINGS OVER SH OMS.AND eaaucAxE cuD�.A��OF WHICH Have ar� By: Todd A. Eaton Date: September 19, 2014 PRICRDI'OVER THISSNOPDRAWING. /+ ��y., ?b By Alexia Fukui Date 9/22/14 CTT E NG I N E E R I IVU© �l9ht CompuTrus Inc.2006 MlLBRANDT ARCHITECTS BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW03/31/14 PLACEMENT ONLY.REF ER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL - � � � PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER RESPONSIBLE FOR ALL NON-TRUSS INFORMATION.BUILDINGP DESIGNER ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: TO TAL DESIGNER/ENGINEER OF RECORD TO & TRUSS C o M�'A N Y 5 B CHECKED BY: REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. , DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. i+ 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 fines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N.- iv PROrp +� �t. t�"�`' #�' Vit% �,���`• 24 . r , °� fv14 [�Yt'ilslwS t71,3b11r, 11111118 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #t&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 SPACED 24.0° O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 BC: 2x4 KDDF #1&BTR 3. 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- B=(-3001) 1231 12- 7=(-318) 336 8- 9=( 0) 42 OVERHANGS: 10.0' 10.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE RE UI. (SPECIES)BRG M,M20HS,M16HS,M16 = MiTek MT series THEEBOTTOMAD AT CH RDADEAD(LOADSPECIFIED INIIMUMIBC OF21102PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0° -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" 0 39'- 6.5" MAX HORIZ. IL DEFL = 0.117" @ 39'- 6.5° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 1' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 �I 6.00 load duration factor=1.6, 6.00 / 4 0"" Truss designed for wind loads 5 ,Y in the plane of the truss only. A- M-5x6(5) 3 1 M-5x6(S) 0.25" 0"25" oo. c4 M O 4- o oM 1.5x4 M 1.5x4 +. MOMO -,dill14Illhl /A1 ,_ + o sem -~\ � /" 10 12 0 0 1 0.25" M-3x4 M-3x8 0 o M 3x8 M 3x4 M-5x8(S) > y y y y 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Seale: 0.1552 �\��F�NG N Orr_ per WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !4 E and Warnings before construction commences. building component.Applicability of design parameters and proper 44100,1e'://///// Truss: A 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporarybracingto insure stability during construction 2.Design assumesd the top andevely unless csrbr tco de throughouto braced et ''. 2'o.c.and at 10'o.c.respectively braced their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). "�-' j� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 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. �f� S E Q. : 5992791 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- 210 2�� S and are for"dry condition"of use. b ili' 1[)., ty�P design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge N r V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for thenecessary. M A R I fabrication,handling,shipment and installation of components. 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. y Iines coincide Digits indicate s withnes. ie oint of plate inriniches. 110. MiTek USA,Inc./DC./CompuTf Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIlIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 WEBS: 2x4 KDDF STAND 2- 3=(-3048) 1745 12.13=(-1422) 2605 3-13=(-547) 259 LOADING 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(•102) 534 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 1 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 7=(--483) 1035 16-16=(-1447) 2605 16. 6=( 0) 13 0 TOTAL LOAD = 42.0 PSF 5- 8=( 168 038 16-10=(-1447) 2608 8-15=(- 2) 134 6- 8=(•1683)3) 1035 8.15=(-101O2) 534 NOTE: 2x4 BRACING AT 24"01 UON. FOR $ LL = 25 PSF Ground Snow (Pg) 7- 8=( -597) 766 15- 9=(-547) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8- 9=(-2505) 1688 9.16=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0-1 =(-3040) 1745 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-111=( 0) 42 OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' C,CN,C8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES f NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-0000-05 4-03-03 6-05-04 7-03-04 Design conforms to main win dforce-resisting 14-00 '-03-0 T system and components and cladding criteria. 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x8 12 load duration factor=1.6, 6.00 D 5 R7 / 6.00 Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 M-5x6(S) `« $ N M-5x6(S) .1- o 0.25" w 3 0.25" 4 M O o O 1 M-3x8 M 1125x4 M-3x8 0.25" 15 16 �1 o M-3x8 M-1.5x4 M-3x8 O M-5x6(S) > y y J' y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7 Scale: 0.1547 �S��YNGPROF�rssi WARNINGS: GENERAL NOTES,unless otherwise noted: 'T �'" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper �,, E 9r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. •�L DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 continuous sheathing such as plywood required in ere shown and/or drywall(BC). �,�� d/�r' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'G OREGON 10 TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if iO "1 14 20� ��. fabrication,handling,shipment and installation of components. necessary. �` 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /4rR R'0.- 1' 1111011111111111 TPIIt TCA in BCSI,copies of which will be furnished upon request. 8 Platesnecoirncide withl be joint centeted on tr lines.9. s of truss,and placed so their center MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basiits cc connectoicate size r plf ate design values see ESR-1311,ESR-1988 P 9 (M7ek) EXPIRES:12/31/2015 I Th PAisCIFIC designLUMBER-BC prepared from computer input by IIIIIIIIIIIII TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 TO: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 BC: 2x4 KDDF #1&BTR 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 10-11=( 0) 42 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0° -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 ISO) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 f ( .(( T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0 4-00-05 4-00-05 T-03-03 6-05-04 7-03-04 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-0014-00 in the plane of the truss only. 'I 1 5 7f f- 12 M-4x6 M_3x8 .M-4x6 12 ----....1 6.00 6.00 V M-5x8(5) M-5x8(5) 0.25" 0.25" 0 3 +, 9 co QA M 0 O u ., 1 4 5 16 tt�1 i 8o 10.044 t2 is 0.25" M-3x8 M-1.5x4 M-3x8 0 o M 3x8 M 1.5x4 M 3x6 M-5x6(8) y y y y ) 7-01-08 y 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 \co C NE 9 cS/0 WARNINGS: GENERAL NOTES,unless otherwise noted: fr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual „ I,,, and Warnings before construction commences. building component.Applicability of design parameters and proper // Truss: AH6 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumesdthe top andebottom unless btoc d t roe gho braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` ���. DES" BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / °aw-- Cr DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ y OREGON �� SE /� 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. AA�� S EQ. : 5992793 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, `, 2�1 S and are for"dry condition"of use. 0 14, P design loads hase applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A. 0 TRANS I D: 403334 5.CompuTrus no control over and assumes no responsibility for the necessa FR RI O.- 6. 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 I VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM rCA in BCSI,copies of which will be furnished upon request. 9.Iines coincide with joint center lines. Digos indicate connector of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBCMAX 10=(-9 1)FORCES 10. 3=(/Cq0).20 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. - 3=( 0) 42 2-11=(-933) 2619 13. 3=( 0) 2918 WEBS: 2x4 KDDF STAND 2- 4=(-2492) 11650 11-11=(-693) 26163 3-11=(-534) 708 LOADING 3- 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4. 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2136) 1015 14.14=(-955) 2616 12- 3=( 0) 311 TOTAL LOAD = 42.0 PSF 6- 7=(-2492) 10381 14- 6=(-955) 2619 5-13=(-527) 203 7- 8=(-3057) 1164 6.13=(-2411) 708 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8 9=( 0) 42 17- 4=(-530) 368 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDFP (SPECIES 625)Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,MIBHS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0,179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0,001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 oad duration factor=1.6, 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 1 inutheTrss designed for fthewindloads o only. 12 T 6.00 / M-4x6 M-3x8 M-4x6 6.00 4 .5 M-5x8(5) M-5x8(S) 0.25" 4:1- 3 0.25" 0 C M O z,,;- 1,00_ 0 . 1%1 T13 -s v1 11 12 148 M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 y M-5x6(S) (S) y y y 1, y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 E0 PROF Scale: 0.1547 ��c (,INF �'j0 WARNINGS: GENERAL NOTES,unless otherwise noted: / A- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ti J t and proper E Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction2 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of continuous S.c.and at 10'hin.respectivelyplywood unless braced(TC)throughout/o their length , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. sheathing r such as bracing suead where s ownor u.ywall(BC). 4/� S /� 9 3. Impactbridging is lateral boning required the where shown y �s E Q. : 5 992794 4.No load should De applied to any component until after all bmcing and 4.Installation of truss is the responsibility of the respective contractor. Cr 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, �� -OREGON l� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use. In 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 i6 A9' 14 ZC)�A A'�� fabrication,handling,shipment and installation of components. necessary. V T This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /���RIO- 6. [ 1111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.Ines coincide with joint on center lines. ine s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This deFIC LsigUnMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF k1&BTR SPACED 24.0° O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=) -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1236 8-17=(-976) 443 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-296) 899 NOTE: 2T4 OPACIOR AT 24NOT UON. FOR 10-11=(-2812) 1314 17-11=(-135) 235 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series0'- 0.0" -304/ 1775V -111/ 111H 5.50° 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19W AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T ' f (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 �2-10-09 4-07 5-01-08 load duration factor=l,6, � q 1" Truss designed for wind loads -03-0 2-03-0 in the plane of the truss only. 10-00 10-00 9 12 6.00 V M 4x6 5 M-33x4 M-5x6(S)� 25 M-33x4 , 4x6 6.00 M-1.5x4 v M-1.5x4 \/\/ 1 0 3 (o - CO O CO f- o 1 " q 15 ,( ,( 1p 17_ ` 3 *0 o M-3x8 M-3x8 0.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) (S) y I I y I 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y y 40-00 0-10 � EQPROFfiS 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 \�< GINE /' Ci WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individuale. '• E and Warnings before construction commences. building component.Applicability of design parameters and proper / ,400,• Ir- Truss: AH4 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 stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at �r�� 9 2'o n.and at 10'o.c.respectively unless braced throughout their length by .r,,_ fwr�' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -111t it 9 OREGON �� SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ S E Q. : 5992795 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� '7,9 y 2�� and are for"dry condition"of use. 0 14, Q. design loads hasbe no controlon to any over and assumes 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANSA, I D: 403334 5.CompuTrus no and assumes no responsibility for the necessary. FR pn'�� 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 I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPUVVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 9.0 Digits indicate size of plate in inches. EXPIRES:12/31/2015 .For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIlIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1- 2=( 0) 42 2-13=(-1012) 2587 3-13=(-136) 307 WEBS: 2x4 KDDF STAND 2- 3=(-3022) 1237 114=( -974) 3183 13- 4=(-275) 899 LOADING 3- 4=(•2812) 1094 14-4-15=(-1050) 3398 13- 5=(-976) 397 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 TOTAL LOAD = 42.0 PSF 6- 7=(-3285) 1285 5.17=(-135) 133 3 7- 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 7-16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2812) 1112 6-16=(-269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=)-3020) 12474 16-10=(-136) 293 OVERHANGS: 10.0° 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS, or = MiTek MT series 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M1640'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0° Allowed = 2.606" MAX LL DEFL = 0.001° @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0-06-08 system and components and cladding criteria. 9-11-11 i'� Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads T T T < -r'r < f in the plane of the truss only. 10-00 12 M-5x6 S /-- A_ 6.00 V M-4x6 M_3x4 6 (0)25" M-3x4 e /j/-4x6 x 6.00 5 \/\/\ .5x4 M-1"5x4 o u; M M -]M-3x8 M 3x8 b4"25" 0"251' 16 1�2 o M-3x8 M-3x8 0 M-5)6(S) M-5x6(S) y y y y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 `5����G PRN Ope. o WARNINGS: GENERAL NOTES,unless otherwise noted: /� 1.Builder and erectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper �� E p(' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. •X DES. BY" BS 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2' and at 19'hin respectively unless braced throughout their length y continuous sheathing such as plywood sheathing(TC)and/or drywall BC. �' 4f4011"." DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. e SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �� �� 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �O )" 1 4 2� -� fabrication,handling,shipment and installation of components. necessary. �t>_ 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. Mil�'�� c las shall connector IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. 8 Ines o ncideewith joint cen erh lines.s of truss,and placed so their center MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E late in inches. 10For basic 9.Digits indicate size oplfa . te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 design prER-Bepared from computer input by ThPACIis FICLUMBC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 BC: 2x6 KDDF #1&BTR LOADING 4. 5=( 0) 0 15-16=(-2516) 6278 6-14=( -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"0C UON. FOR10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=) -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T .' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, r2 < fTruss designed for wind loads -05-1'L in the plane of the truss only. 6-00 1 1 12 M-4x6 12 12 6.001/ 4.0" X16.00 6.00/ 9 f- 5 441*., 0 M-5x6 M-36 x8 M-3x8 M-5x16. o-3x4 u; v M-1.5x4 '. T2 v 0 0 3 + to U M �� " O �e I .� 2�( A__ ;:i- 1/" 13 14 15 16 17 18 '-� o o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) y(S) =M-8x8(S) (S) y y y y ), 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y y y 40 00 0-10 -.D PROF 0-10 JOB NAME: POLYGON PLAN 5-B NH - BH2 Spate: 0.1481 ��� �,/G/INS 9 so WARNINGS: GENERAL NOTES,unless otherwise noted: �� ,..(f�/ �<. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C `�LLL,/I'E and Warnings before construction commences. building component.Applicability of design parameters and proper. // ,,...-- Truss: BH 2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. �,/ 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom esschobrds to be laterally braced at �,� p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r • DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / `�- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x +Impact bridging or lateral bracing required where shown+ OREGON �� 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. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. 74, y 14, 20� P} 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFp R �� 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 1 IIIIiI VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0° V 6- 7=(-12140) 2210 16-17= BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( )-5222) ( '752) 4772 5-17=(-325946 17-10=( -754) 4772 14- 5=( -278) 1738 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0° TO 40'- 0.0" V 8- 9= 8) 800 ( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 9-10=( -5482) 926 7-16=(-8536) 1596 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0° 10.11=( 0) 42 16- 6=( -750) 4348 16- 9=( -300) 328 OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 0'- 0.0° -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series _� ( 2 ) complete trusses required. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 2 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0° Allowed = 0.111" + Laterally brace to roof diaphragm" 9" oc in 1 row(s) throughout 2x4 webs.hout 2x6 om chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 18-10-08 4-10-13 10-03 load duration tactor=1.6, Truss designed for wind loads �3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 in the plane of the truss only. T 12 12 12 6.00 / 6,00 V M-4x6 6.00 /- 84.0" � M-5x6 �` 4 M-3510 M-6x10 M-5x1 6 ° M-3x4 o M-1.5x4 F T2 „., L;) 0 3 + + + Ch (h �- I M-3x6 0 A o 1/- - � -IM-3x8 M- 12 -13-0.25" 14 2 is 1x 17 ' 1 •:',- 12 � M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 4,841# 11384# 4, ), 1- y l y y ), ), 1- 9;18 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 04,12p JOB NAME :°-I�OLYGON PLAN 5-B NH - BH1 40-00 Eo PROF 0-10 ��� e'o Scale: 0.1481 ,C NG1N s/O WARNINGS: GENERAL NOTES,unless otherwise noted: /L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual iij Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper �� E 91' 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. Ale,/ DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /s 4, ; o' 9 3.2x Impact bridging or lateral bracing required where shown++ • 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992798 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, -57,Z.- OREGON (� TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O '9 y 14 20� +� fabrication,handling,shipment and installation of components. necessary. �p, 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR�,�� I VIII VIII Ell VIII VIII VIII IIII IIII B.Plates shall be located on both faces of truss,and placed so their center TPI/VYfCA 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 1E1111111 This design preparedUMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(•2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(•400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.133=(-30777) 13612 1O-22=(-780) 80715 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, IncBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "cc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606° 0-01-05 MAX LL DEFL = 0.001° @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122° @ 39'- 6.5" 2-09 4-05-12 4-05-12 2-05-04 6-01-04 2�-03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" Z�-03-0 1' DESIGN ASSUMES MOISTURE CONTENT DOES �3 04 13 5 05 04 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12-00 '( Design conforms to main windforce•resisting 12 M-gx4 10 12 system and components and cladding criteria. 6.00 / M 4x6 M- x8 M- x4 1M 4x6 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWF(iS(Dir), load duration factor=1.6, M-3x44 M-3x4 Truss designed for wind loads in the plane of the truss only. o + _ %M-4x43 �� / M 3x8 0 C° M 3x8 If __ O Cd �_ _ A-o o� 4I- 1 15 16 17 16 -.""n---4--' 21� 22 23 X40 M-5x8 M-3x4 M-3x8 .J9 20 0.25M-3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.8912 M-5x6(S) a 2.75 12 -09-1 y y y y y y y y > y-05-08 4-05-12 4-07-08 1-08-02 6-03-06 6-01-04 5-05-04 6-01-08 , > 0-10), 2-0y05-08 11-11 y2-001 23-07-08 0-10 14-04-08 25-07-08 y y40-00 0-10 0-10 scale: o.t332 �c�<<:0NG NE s�'o JOB NAME: POLYGON PLAN 5-B NH - AH5C / WARNINGS: GENERAL NOTES,unless otherwise noted: �-/ �/ �{- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual LLL a E ,,.- Truss: AH5Cand Warnings before construction commences. ng 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 '� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"�,- /�' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� 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 N. SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t design loads be applied to any component. and are for"dry condition"of use. Gr. -9 y 1 4 201 t 4 6.Design assumes full bearing at all supports shown.Shim or wedge if A. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ",Fci RIO- 6. 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 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII 113 VIII VIII VIII IIIII VIII IIII IIII TPI/VVECA in BCSI,copies of which will be furnished upon request. 9.IDigits nines idi ate ncide s ie of plate incenter iniches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF S1&BTR SPACED 24.0" D.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20.10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10-21=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2840) 1155 15-16=) -815) 2757 4-15=(-519) 342 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6-16=(-161) 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-3077) 1172 21-11=( -970) 2638 7-19=( -55) 136 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11 12-( 0) 42 19- 8=( 0) 216 OVERHANGS: 10.0" 10.0" 8-20=(-710) 275 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connec 8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2DHS,MIBHS,(orM16 = Mprek MT series 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5.psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232' @ 16'- 6.2' Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19N AT TIME OF MANUFACTURE. T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05 -0 12 f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 I/ M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M- x4 M- x8 M- x4 6.00 load duration factor=1.6, 9 Truss designed for wind loads in the plane of the truss only. M-3x4 0 4 M-3x4 CO %M-4x4 3 co M-3x8 co /-0 CM CD o o o 1 r- 13 14 15 Nilrial,010°. 0 o M-5x8 M-3x4 M-3x8 1617 1B 1i9 20 21 ...1�2 o M-3x4+ M-5x6 M-4x10 0'25 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ a2.75 1,89==- M-5x6(S) �2-09-12� y 12 y p y12 yy y y y > y 05-9 4-05 12 4 07-08 1y08 02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-ip 2-05-08 11-11 y2-00 23-07-08 0-10 y y 14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4C Scale: 0.1499 ���E'`c'G N Op s, WARNINGS: GENERAL NOTES,unless otherwise noted: / :•,,51. . . 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 it414' • Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper E �{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or tl ywall(BC). .../44/1/0/4.; ��� P ty 9 3.2x Impact bridging or lateral bracing where shown++ -40 SE/� 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. rt- W. : 5992800 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 OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry cond'aion"of use. S 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 i6 /' 1 4 2 '\ l� fabrication,handling,shipment and installation of components. necessary. 2`j, 6.This design is furnished subject to the limitations set forth by7.DesignPlates shall be assumes adequateadodrainagehciso truss,and MEQ�'�4 V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMTCA in SCSI,copies of which will be furnished upon request. 8 es coincide with joint center lines9. s of truss, placed so their Doter MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basicits �onnectorcate size oplf ate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 I 0111111110I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- B=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22-11=( -80) 536 13-14=(-2863) 1308 11.23=(-1427) 576 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=) 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50° 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 9-11-11 20 00 10MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 �-01-02� 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" -� ( T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" T 01-1f T 10-0<r0- f05 0 2-01-1f � 5 04-05 � f 03 0(' �3 10 08 f MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00T 8 00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-5x6(S) -----,1 6.00 Design conforms to main windforce-resisting 6.00 / -3x4 M 3x4 12 system and components and cladding criteria. A- M-5x6 =M-4x4M-4x6 5 7 M-185x4 9 01. 5" 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I,44 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4 1.5x4 load duration factor=l,6, v 4 Aiiiih..,744444S14144,46,M a Truss designed for wind loads c M-1.5x4 in the plane of the truss on y. o N o M 3x8 0 -� ''eT5v o� a 1 1r- 7 18 1 ane23 '`., -o M-5x10 M-3x8 M-6x1021 0.25�'� M-3x8 M-3x8 0 M-3x4+ M M-3x4+ 4x12 a 2.75 1.89 - M-5x8(S) 12 12 > y > ) > y > y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10> 2-00 11-11 y2-00 24-01 0-10 10 13-11 26-01 y > 40-00 0 0 0-10 ���p P R OFFS JOB NAME : POLYGON PLAN 5-B NH - AH3 sale: 0.1400 ,,5� NGINE . //- Ci WARNINGS: GENERAL NOTES,unless otherwise noted: I { 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC I II E Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper Alei/ 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 2'o.c,and at 10'o.c.respectively unless braced throughout their length by °:, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ilt- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� 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. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S and are for"dry condition"of use. G/0 -9), 1 4., 24� P-k' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if Mcn TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. r7 R I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. VA- 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVICA in nc./ copies of which will r furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. BCS MiTek USA,IDC./CompuT us Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7-17=( -85) 56 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10-21=(-1427) 518 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connec 8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M16HS,M16or = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ, LL DEFL = 0.124' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 1,3-01-07i �3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 T Design conforms to main winrladdingresisting I' system and components and cladding criteria. 2-08 08 2-08-05 01-iL 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 M-3x4 M-5x6(S) 6.001/ M-5x6 ( ) M-4x6 X16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), /- 5 M- x4 M-1.5x4 0 5" =M-4x4 load duration factor=1.6, 7 10 1 Truss designed for wind loads M 3x a 4P ¢ k mE in the plane of the truss only. CD M-1.5x46_AL\ + M-1.5x4 CD co M 3x8 3 �_. .i0 0 o - c2, 1 r 15 M 5X10 M 16 3X8 1718 15 ep �� _ 4 uo 21 0 M-3x4+ M-6x10 0.25' M-3x8 M-3x8 11 0 1.59==-- M-4x12 M-5x8(S) a 2.75 12 y y 12 )' y J' y y y J, . 2-00, 5-06-12 6-04-04 1,,00-12, 9-03-04 8-02-04 7-06-12 y 1,0-1y 2-00 11-11 y2-00 2401 O10y J, y 13-11 26-01 0-10 40-00 yy 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 c ��NGIRN:02 ...N(3;911,° sso WARNINGS: GENERAL NOTES,unless otherwise noted: 1/ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ({J�� -Y' Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout the�all(BC)Y :::: ��� continuous sheathing such as plywood in C and/or d DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S /1 4. Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. EQ. : 5992802 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, OREG �(/design loads be applied to any component. and arefor"dry Conditionofuse �!TRANS ID: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1' 1 4 n"t- fabrication,handling,shipment and installation of components. necessary. ` 6.This design is furnished subject to the limitations set forth by7.Designlasassumes atedadequate drainagehc iso sM�'p n'�� IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center �i IR TPIMffCA 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mrrek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3.15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC, UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0° TO 40'- 0.0" V 7- 8=(-12464) 5012 19.20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"01 UON. FOR TC CONC LL( 250,0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10.11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED IC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8.19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 'COND. 2: Design checked for net(-5 sot) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, 9° oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'•-10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-09 3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12 Truss designed for wind loads f in the plane of the truss only. T T 320# T T T 320# 12 12 M 7x8 S 6.00 f/ M-5x6 �I 6.00 M-4x10 M-3x8 =M 6x4 M 4x4 0"25" M 9x10 0 %M-4x44111111 y --- °" M-1.5x4 o ! y� 3 v c, o "o M-3x10 `ii _/ cOo oo 1 - 14 15 16 17 se 19 20 M-6x8 M-4x10 =M 4x4 -M-10x10 0.25 M-4x10 M-3x8 0 0 o M18HS-7x14 -7x14 =M-8x8(S) M-3x4+ a2.75 M 3x4+ M-3x4+ 12 2.75 0 )'p 2-11-04, y 12 , , y y y , y-05-06 4-06-12 4-05 , 2-001, 9-02-04 9-00-08 5-04-12 ' y Oy ip 2-05-08 11-11 2-00 23-07-08 0,1 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 �,,? �\A N -p,,51. wo Scale: 0.1548 JJ/ WARNINGS: GENERAL NOTES,unless otherwise noted: �w 11§ '',- 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 (,z s a(-'E Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.n,respectively unless braced throughout their length by t/� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...4•111P., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • ,,irt- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `v SEQ. : 5 992803 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_ design loads be applied to any component. and are for"dry condition"of use. G/ 4), 1 4 ZQ� �� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if L C� 1 V� fabrication,handling,shipment and installation of components. ry. �`R A i l..`' p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII 11111111111111111111111101 IIIVIIIVIIIVIIIIIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiiatwith jointcenter liache. 9.Digitssidsize of tplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-l311,EOR-1988(MiTek) EXPI RES:12/31/2015 JIIIIIIIIIIIII This designPACIFICLUMBER-preBCpared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 iCOND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing.) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"0C. UON. NOT EXCEED 19% AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS, Or = MiTek MT series Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 1 T T 2 6.00 V 12 "---,I 6.00 I / 3 m co O N c 2 pf- 4 c.:;:, p 1 Al M-3x4 p M-3x4 y y 0-10 9-06 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl c„,Eo PR OFF Scale: 0.6187 ��\c ' NGINE 4.5> 0 WARNINGS: GENERAL NOTES,unless otherwise noted: f 2 1.Budder 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: Cl and Warnings before construction commences. building component Applicability of design parameters and proper �� �r incorporation of component is the responsibility of the bunting designer. 2.2x4 compression web bracing must be installed where shown+• DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/' /! is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. 2xImpact continuous sheathing such abaig plywood sheathing(TC)own.drywall(BC). 1,_� ��r' p ty 9 4. tldo bridging iors lateraleboning requiredof where shown+a / . 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. Cts SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9L ,�OREGON Lo TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if ✓Q -41.- 6. 14 201 �� fabrication,handling,shipment and installation of components. necessary. r �A 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is truss,and /14n„RILL., 11131111111111111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 nes coinces ide witl be h joint center linesd on both s of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.1 D.For baits sic icate onnector plsize of ate in inches. tedesign values see ESR-1311,ESR-1966(MiTek) EXPIRES: 12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LOAD TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS LDURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3u(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 BC: 2x4 KDDF #1&BTR 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 TC LATERAL SUPPORT <= 12"05. UON. BC LATERAL SUPPORT <= 12"05. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf� uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" 8 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 ,, Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-14 4-11-02 4-11-02 5-03-14 T Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Tfff 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 X16.00 load duration factor=1.6, 6.001/ Truss designed for wind loads 4.0" in the plane of the truss only. 4 .fir II M-1.5x4 1 \yM1•5x4 u) *4 O U) Ch �r p _�I o B *+g O 7 0.25" M-3x4 M-3x4 M-3x4 M-5x6(S) y y y 6-05-11 y 7-00-03 7-00-03 y y > 0-10 20-06 JOB NAME: POLYGON PLAN 5-B NH - D2 Scale: 0.2933 7,-a.<(,Y, G PN-VI RO t 6, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • E and Warnings before construction commences. building component.Applicability of design parameters and proper. / // Truss: D2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. / 2.Design assumes the • top and bottom chords to be laterally braced at r�r 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �./�� ..- DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "�,- (� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l OREGON �tC/ SE /� 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 S E Q. : 5992805 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� 9Y Zp'` l and are for"dry condition"of use. 1 4, P design loads be applied to any component. 6. • Design assumes full bearing at all supports shown.Shim or wedge if r TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �C R F{ fabrication,handling,shipment and installation of components. 7.Design asumes 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 I VIII 1111 VIII VIII VIII IIIII 111 IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. IDigits indicate sizithe of plate inint inches.nes. 9. 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 21'- 4.0" TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 1-3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 BC: 2x4 KDDF#1&BTR 2-3=( 0) 0 5-4=(-123) 424 WEBS: 2x4 KDDF STAND LOADING 3-4=(-539) 187 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- ( 9) 20'- O6 0" 3-2/68/ 424V 417V -32/ 34H 0/ H 137.50 0.67 KDDF ( 625) LL = 25 P0.68 KDDF SF Ground Snow P 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 osf) uplift at 24 "oc spacing.' M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111° Connector plate prefix designators: MAX TL CREEP DEFL = -0.012° @ 15'- 9.0" Allowed = 0.572" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M20HS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. 14-03 1-06 4-09 load duration factor=1.6, -1 Truss designed for wind loads 12 =M 4x4+ 12 in the plane of the truss only. 6.00 V --"--.I6.00 a. M-4x6- i 3 0 v7 M-3x4+ co 0 1 CO CY A rA C nCI M-3x6 5 - 4 M-1.5x4 M-3x4 y M-3x6(S) y y 11-05-08 15-09 y y ), ., 4 09 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �S��� GN�F4-,, � WARNINGS: GENERAL NOTES,unless otherwise noted: / 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Qom. E �� Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.respectively unless braced throughout their length by DATE: 7/11/2014 continuous sheathing such as plywoodrequired sheathing(TC)and/or tlrywall(BC). �,�.V `I' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • It SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G 4 OREGON 4/ TRANS I D: 403334 design loads be applied to any component. and are fur"dry condition"of use. t/` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O )" 14, 2° ^r. fabrication,handling,shipment and installation of components. necessary. L� �� This design is furnished subject to the limitations set forth by7.Designlaenassumes locatedadeqon drainah ge iso truss, and �`R R10- 6. `- It VIII 11111 VIII VIII VIII in IIII IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 liners coincide l ewitont centetr lines.s of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-Z 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 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- B.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connectorplateprefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psft uplift at 24 "oc spacing.' 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M16HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" 8 11'- 2.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 "---.16.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 16.00 6.00 / M-4x4 \ Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. /- 3% ,( Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load durationnfactor=l.6, Truss designed for wind loads in the plane of the truss only. CO CO 0 CO CO M 11 -/ 1/- #110111111 /- 0/- 1 5 4 ** o M-3x4 M-1.5x4 M-3x4 y y > 5-10 5-10 1, 1, y 0-10 11-08 10 JOB NAME : POLYGON PLAN 5-B NH - E2 ��<c�'�GPR R s�o Scale: 0.4999 WARNINGS: GENERAL NOTES,unless otherwise noted: �// ��� �� 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 •II E Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `i p DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,. - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG ,_OREGON �i(/ S EQ. : 5992807 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 design loads be applied to any component and are for"dry condition"of use. /0 1 4 2� \-T" 6.Design assumes full bearing at all supports shown.Shim or wedge if !i.[- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MSR�'�� V 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 I 11111 VIII VIII HI VIII VIII VIII IIII IIII TPIMTCA in copies of which will be furnished upon request. y lines Dig is nidcide i ate s withie oint of plate in cennes. ter 10. MiTek USA,Inc./nc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Mirk) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE, BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,0N18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16or = MiTek MT series Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. 5-10 Refer to CompuTrus gable end detail for T 5-10 complete specifications. 12 '( 6.00[ 2 12 IIM-4x4 \I6.00 f— 3 0 c%0 0 CO Pa 2 c,,,_ 4 M O -/O oet � 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 M-3x4 0 M-3x4 y y 0-10 y y 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El QED PROFF Scale: 0.5949 ��\��� N� cS'jO WARNINGS: GENERAL NOTES,unless otherwise noted: may_ 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 Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper :,.\1 E ��2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS3.Addhional temporary bracing to insure stabil ty during const action2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall strut arra is the esponsibility of the buildingdesi ner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IZ" SEQ. : 5992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, p1--......6,7,11., 'Jr OREGON TRANS ID: 403334 design loads be applied to any component. and are for"dry condition"of use. Y 24�k��� 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, f�A fabrication,handling,shipment and installation of components, necessary. p V` 7.Design assumes adequate drainage is provided. � 6.This design is famished subject to the limitations set forth bys ` R I L�' 1111111111114111111 TPIMIrCA in BCSI,copies of which will be furnished upon request. 8 Pees coincide withitjoint center tines of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesIC LignUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 2-3=( -10) 5 BC: 2x8 KDDF #1&BTA LOADING WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.21= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Com MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" Connector plate prefix designatorsMAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" C,CN,CI8,CN18 (or no prefix) = ompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = O.00D" @ 5'- 8,2" T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. 6.00 I/ Design conforms to main windforce-resisting M-1"5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, )11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ....11111111111111111111111411111 v 0 C'') il M i��7 **JI o� o ._ 4 CD M-5x16 M-3x10 5-08-04 0-03-12 ) ), 6-00 scale: 0.5462 �`5``‹��1GPN `, JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD G WARNINGS: GENERAL NOTES,unless otherwise noted: ,(§ 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 yy •G I I''L ,...- Truss: Fl -GIRD and Warnings before construction commences. building component.Applabildy of design parameters antl proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at '� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�-- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� cr 4.No load should be applied to any component until after all bracing and 4.Installation of tress is the responsibility of the respective contractor. -9 SEQ. : 5992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -I- 4y 20\ design loads be applied to any component. and are for"dry condition"of use. o 1, i 4, t� 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR,R,��,. 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 tress,and placed so their center Alt VIII nil 111 11111 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 9 linescoincide ncid indicate size toint of plate inriliines. ches. 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 6-00-00 GIRDER SUPPORTING 11-08-00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 42-4=(-/Cq=1.00 BC: 2x8 KDDF #1&BTR 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 WEBS: 2x4 KDDF STAND LOADING 2-3=( -10) 5 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. IF ( 120.8)+DL(102,2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V OCATIOG MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) -175/ 841V 0/ OH 5.50° 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" will have 1.5" max. nail penetration. ** For hanger specs. See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 osfl uplift at 24 "oc s0acing.i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.089° @ 3'- 0.4" Allowed = 0.323" M,M20HS,M18HS,M16 = MiTek MT series MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" 5-08-04 0-03-12 T f f MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 2 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 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.6, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O .:1- c, C7 1 M of IP X11 11 of _� 4 M-5x16 M-3x10 ** y y ), 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 \c�F.5°PR re, WARNINGS: GENERAL NOTES,unless otherwise noted: / Oil_ 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: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ��� ' E 9{ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywallBC). �/r1.11°4:.:1C:" � �� 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 5992810 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, �G 0:1OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O ' 14, 20� �� fabrication,handling,shipment and installation of components. necessary. �A 6.This design is furnished subject to the limitations set forth byT.DesignPlates shall be assumes adequateatedodrainage is truss,a �`R R I L� ‘I'''re, ' 11111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. 8 necoincide w th joint center lines9.Digits s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic onnectorcate size oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 8.9" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-resisting 10 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Snow LL = 25 PSF Ground (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M16HS,M16 = MiTek MT seriesload duration factor=l.6, Truss designed for wind loads RIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 20112 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. f T T 1212 6.00 V �I 6.00 TIM-4x4 3 A- I I N- 0 O O N 2 4 (h \— Cr. V — O f- O/— 1 /////////////////////////////////f////////////////////////////////// O M-3x4 M-3x4 ), y y 0-10 8-08-15 Ft ��Co N Q 9 x/02 JOB NAME : POLYGON PLAN 5-B NH - G1 Sale: G.6D79 WARNINGS: GENERAL NOTES,unless otherwise noted: ;, E 7� �± 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual �j L L Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.0.4111110,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �1,C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 599281 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, 2 � design loads be applied to any component. and are for"dry condition"of use. G'�Q "/1, 4, A �� c fiDesign assumes full bearing at all supports shown.Shim or wedge it TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibil ty for the .necessary. MFR R i t 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 Hill 1111 VIII 11111111111111111111 IIIVIIIVIIIIIIIIIII TPI/WfCA in BCSI,copies of which will be furnished upon request. g.fines Digss ncoincide ate sizejoint of plate inri lines. . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 1-2=( 0) 42 2.4=(0) 0 2-3=(-63) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 14.2" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -77/ 404V 0/ 66H 5.50° 0.65 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 5'- 3.0" 58/ 140V 0/ OH 1.50' 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.18" MAX TL CREEP DEFL = -0.005" @ -1'- 2.2' Allowed = 0.1558' MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. ir Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, 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 o in the plane of the truss only. M-3x4 N Lo co0 ./- 1 2>C 4>f y y y 1-02-04 'PROVIDE FULL BEARING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ,����NGPN°gesso WARNINGS: GENERAL NOTES,unless otherwise noted: �� • �/ 9 .Z 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 Truss: G3 and Wamings before construction commences. building component.Applicability of design parameters and proper E t 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / DES. BY BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). ,,r' 4��. 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�-- SEQ. : 59928124.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tt �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 OREGON /` 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6. �� i� Design assumes full bearing at all supports shown.Shim or wedge if �Q '9 y 1 4 Z�c7�t�-[-' fabrication,handling,shipment and installation of components. necessary. )` 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassumes adequate one drainagehc iso provided.s,andMFR R I L`^ I IIIIII nil VIII VIII VIII IIIII IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. 8 tes coincide ll awith joint centertlines9. s of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic its �connector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 floc spacing.I TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS (16 = iTk prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 —/ .._ 0 0 ,....iiiill ...., N 2 07/- 0 ..14111111111111111111111111111111.11.1.1.1 4 M-3x4 * y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5—B NH — G2 �5�«:s3' N� s 19 ip Scale: 0.7728 WARNINGS: GENERAL NOTES,unless otherwise noted: <L / -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I]e E c Truss: G2 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 Po 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w'� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 1r 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 fx �t(/ SEQ. : 5992813 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 design toads be applied to any component. and are for"dry condition"of use. L�O��y 7 4 ZO. .r. 6.Design assumes full bearing at all supports shown.Shim or wedge if V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R i l L `J 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI VVTCA in BCSI,copies of which will be furnished upon request. lines coincideitwith joint center liche. 9.Digitssidsize of plate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This FIC designLUMBER-BC prepared from computer input by ' PACI LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" TC: 254 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 20122MAX) MEMBERI FORCES- ) 42-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. -3=(- 0) 79 1-4=(-44) 58 2-4=(-233) 166 WEBS: 2x4 KDDF STAND 2-3=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00' 0.47 KDDFP (C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 1.5" 37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5' Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-07-12 05_ MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 4.00 1---- DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads m in the plane of the truss only. Lo co 0 N r- O,,,_ c, . o� 1./ M-3x4 M-1.5x4 y )' ), 6-07-12 0-05-12 ), y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 �a PRQ1 Scale: 0.5588 �`���� GINS qs�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: Z �+ 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 h/ s Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper. !�G E �{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /r is the responsibility of the erector.Additional permanent bracing of 2'n.c.and at ea o.c.respectively unless braced throughout their len(th)y �� DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired ing(TC)and/or drywall BC. 9 3.2x Impact bridging or lateral bracing required where shown++ / ' SEQ. : 5992814 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. Cr" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, -7 �J OREGON to ��to TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and installation of components. necessary. '?,\''' �A 6.This design is furnished subject to the limitations set forth by7.PlatesPassumes adequate on dthi fac a iso truss,and MFR R I�..� V t' 111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. B. nes coincide ll ewith joint center ttlines.s of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 1 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C, ,CN18 (Srno prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS2OHS, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),M18HS,M16 = M>Tek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus ()able end detail for complete specifications. 122 —/ 4.00 V to 0 — 11111111111111 0 N 1 I---/___ 0 3 M-3x4 .1 1, 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 �,���C�'`NGP Q 9`dip WARNINGS: GENERAL NOTES,unless otherwise noted: <. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual es E G5 and Warnings before construction commences. building component.Applicability of design parameters and proper. / Truss: 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility at 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 �� p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `"-� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / 7'' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �Cr 4.Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 P�� and are for"dry condition"of use. G'�Q 'Q 1, y 4 ��!�, design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if L V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �` R,`� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 VIII VIII IIII VIII VIII VIII IIII I TPIM/rCA in BCSI,copies of which will be furnished upon request. Iines coincide Digts indicate s ie of plate inoint rini nes. 9.Digits MITekUSA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-198u(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design LUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1.2.) FORCES 2 8.(0) 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. .3=( 0) 50 2-B=(0) 0 2-3=(-366) 1815 TC LATERAL SUPPORT <= 12°OC. UON, LOADING 3-4=(-259) 116 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-189) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=(--42) 55 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 6-7=( -42) 19 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) A C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ SIG REQUIRED. SPG( ASPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS 0REACTIONS REACTIONS4SIZE MIN. (SP( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 0.0" -23/ 377V -78/ 34 OH 5.50" 0.11 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 11.2" -169/ 346V 0/ OH 1.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 - 11.2" -114/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01 03 T MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" 'i MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 6.001 Design conforms to main windforce-resisting ri system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads M-3x6(S) .i o in the plane of the truss only. 10o 3 i CO O V 1 g O 0 8- � M-3x4 0-10 6-00 13-10-15 IPROVIII F B AKIN ;lto'2 8,3,4 5 a 71 e. JOB NAME : POLYGON PLAN 5-B NH - J10 ED PROF Scale: 0.2814 ��\���� G�NE s)O WARNINGS: GENERAL NOTES,unless otherwise noted: /1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual {� !!�� Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper. [ E 9r 2.2x4 compression web bracing must be installed where shown+, inorporation of component is the responsibility of the building desgner. DES. BY: BS 3.Additional temporary bracing to insure stability during constructiocn 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. 20 ntinuous sheangin or suer bracing re euead where shown drywall(BC). �r ��� bep ty 9 3. Impactbridging is laterale boning required the where shown++ 4. No load should m applied to any component until after all bracing and 4.Installation of truss is the responsibility the respective a tor. 1r SEQ. : 5992816 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, pG �'OREGON ZL TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. Y ZO�1X S 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, C fabrication,handling,shipment and installation of components. necessary. A 6.This design is furnished subject to the limitations set forth by7.Design assumes adequateodrainage iso provided. MFR R 11-�- 1113111111111111111 r 8. lPlates ines co snail be located on both Ines faces of truss,and placed so their Doter TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. e in inches. 10.For asic connector plits indicate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This deFICUMLsign BER pre-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3-4=(-220) 97 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'-9'- 11 .2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 10-017-09-12 -15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4' Allowed = 0.397" -/ MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads v in the plane of the truss only. M-3x6(S) '� o 0.,1°' 3 M O p 1 7-z� M-3x4 1, y > 1, 0-10 6-00 11-11-11 [PROVIDE FUIJ BEARING;Uts:2,7,3,4,5,61 JOB NAME: POLYGON PLAN 5-B NH - J9 Scale: 0.3077 G~�A��NG NE cPjO� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual es .i.-- Truss: J9 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 desgner. / 3.Additional temporarybracingto insure stabilft during construction 2.Design assumes the top and bottom chords to be laterally braced at `� Y 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �`�,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �iL 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. -y A- SEQ. : 5992817 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. 'II,OREGON s design loads be applied to any component. and are for"dry condition"of use. Q Y 1!}, P 6.Design assumes full bearing at all supports shown.Shim or wedge if ^,� TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the necessary. "'���,�� 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 I VIII[VIII VIII VIII VIII VIII VIII[III[IIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 1.2=( 0) 42 2-7=(0) 0 2-3=(-287) 142 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-184) 79 BC LATERAL SUPPORT <= 12`OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-108) 58 DL ON BOTTOM CHORD = 10.0 PSF 5-6=( -44) 20 OVERHANGS: 10.0° 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow P BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( g) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625)5'- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .2" 0/ 67V 0/ OH 5.50" 0. KDDF ( 625) 5'- 111.2" -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) • 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssf) uplift at 24 'cc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" :l MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;i load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. co 3 0 M O o 1 Ngi 0 7..--_,-... -/ M-3x4 y y y y 0-10 6-00 9-11-11 (PROVIDE FUIL BEARING;Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 'V- IN re.,SG Et- /O WARNINGS: GENERAL NOTES,unless otherwise noted: �C J 'T 1, 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper E 9� 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r / _a, ��~ the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -01 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. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �� /`� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O '9 y 1 4, 2\ A4 fabrication,handling,shipment and installation of components. necessary. ct� 0`- 8.This design is fumished subject to the limitations set forth by7.Designlaesassumes adequate onne drainagehciso truss,a. �`r'f R I�.-�- I VIII(VIII VIII VIII VIII VIII VIII(III(III 8 Plates shall be located both faces of tmss,and placed so their center TPI/WfCA 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. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2DHS,MI8HS,M16 = MiTek MT series LIMITED REQUIREMENTTSAOF DOES 20112 ANDAPPLY IRCUE 2012 NOT BEINGSPATIAL MET. 9'- 11.2"- 129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625 ) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1C0ND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 - MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9' MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.001/ a system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 3 n i( co O -/ O 1 MI6►' cD M-3x4 y ), ), y 0-10 6-00 7-11-11 [PROVIDE FULL BEARING' tt 2,_6_34_,5) JOB NAME: POLYGON PLAN 5-B NH - J7Scale: 0.3795 ��SoXeNGIN o•q `�/D2 WARNINGS: GENERAL NOTES,unless otherwise noted: 41.-/ ' -S9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C ! �se E r- Truss: J 7and 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 temporarybracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 0� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct- 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. �{ SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G+. �-,it- TRANS 2�'`� , design loads be applied to any component. and are for"dry condition"of use. Q t- 1 4 6.Design assumes full bearing at all supports shown.Shim or wedge if !1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A(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 IIIIII nil 11111111111 IIIVIII VIIIVIII 1111 [III TPI k U Ain BCS[,copies of which will r furnished upon request. 9.[Digs es indicate ide with ze of plate inoint riliines. ches. MiTek USA,InC./CompuTr s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 42 2-6=(0) 0 2-3=(-208) 105 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4=(-102) 46 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -38) 18 OVERHANGS: 10.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50° 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) 1B REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50° 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397° MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 v Truss designed for wind loads o in the plane of the truss only. 0 Co o') o,,,- o� 1Ari o -� 61.74=41 -/ M-3x4 , J, ), i, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-6 NH - J6 Scale: 0.4200 0 PROF�s `c:,<< NG I NEytc� SAO 1.BuWARNINGS: GENERAL NOTES, edunless onl otherwise noted: ��? 471: J/� f� �,, C 1.Builder and erection contractor should be advised of all General Notes 1.This design is besetl only upon the parameters shown and is for an individual g{2( �}/ � Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper E { 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'i DATE: 7/11/2014 p Y continuous sheathing such as plywood sheathing(TC)and/or drywallBC). ,�� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-OREGON >(� TRANS ID: 403334 design loads be applied to any component. and are for"dry condition"of use. G �/ �� 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 y 14 2o A'^� fabrication,handling,shipment and installation of components. ecessary. A- �p, 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate drainageciso truss,a •V/ .h R IL L� IIIIII VIII 11111 VIII 0111 VIII 11111 I1 1 1 IIII 8.Plates shall be located on both faces of truss,and placed so their center Pi rl TPIMIrCA 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:1 2/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(D) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50° 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 osf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 -/ MAX TO PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 / 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads o in the plane of the truss only. u; co o/- o/- 1 5 -7 0 M-3x4 > ), y y 0-10 6-00 3-11-11 [PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-B NH - J5 Scale: 0.4887 ,C.0 oG N Qr6-6, 6/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ! �-1}-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '�2 E 1-- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust 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 f 2'o.c.and at 10'o.x,respectively unless braced throughout their length by 461010PDES. BY: BS s the responsibility of the erector.Additional pe manent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '• '� /� 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 D, S EQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. Gi0�'�9 y 14 20� Pj- 6.Design assumes full bearing at all supports shown.Shim or wedge if �i TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. rR R,10- fabrication,handling,shipment and installation of components. 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 VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI copies of which will be furnished upon request. linescoincide with center lines. 9. Digits indicate size of joint plateinches. 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) EXPI R ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(OF/Cq=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1-2=( 0) 42 2-5=(0) 0 2-3=(-126) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -64) 25 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 10.0" 0.0" 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 12 4 -; MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 6.00! MAX TC PANEL TL DEFL = -0.051° @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. co O„,_ oV 111 % 1 s►� -V M-3x4 y 0-10 y 6-00 !PROVIDE FULL BEARING:Jts:2,5,3,41 1-11-11 y JOB NAME : POLYGON PLAN 5-B NH - J4 rip PROF e. Scale: 0.5653 c GINE 9s`S/O WARNINGS: GENERAL NOTES,unless otherwise noted: Z 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: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� � E � 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 410011!'" is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ! �'� 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. to SEQ. : 5992822 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, pG �i OREGON TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. �� /` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O '47 y 7 4' Za A�. fabrication,handling,shipment and installation of components. necessary. �A 6.This design is furnished subject to the limitations set forth byT.DesignPlatesassumes adequateatedooc drainage is provided.us, MFrI R �� t'- I 111111 VIII VIII 1111 VIII VIII VIII 11111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 necoincide ewith joint center lions.s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits Indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design preparedLUMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF /11&BTR SPACED 24.0" O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2° 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 csf) uplift at 24 "oc soacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TO PANEL TL DEFL = -0.092' @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10,9" 12 V" DESIGN MOISTURE OF CONTENT DOES 3 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, • Truss designed for wind loads in the plane of the truss only. c%) C") Of- V O 1 ►' 4*.mm M-3x4 yy 0-10 y (PROVIDE FULL BEARING:Jt6:2,4,31 6-00 PROF eik Scale: 0.5843 <0� .JGINE' 9 s/0 JOB NAME: POLYGON PLAN 5-B NH - J3 WARNINGS: GENERAL NOTES,unless otherwise noted: `,./ (�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualat- Truss: ,• E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper /o0;0+' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �/ 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to De laterally braced at '_ po 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "41111/4! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p 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 "� SEQ. : 5992823 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 A� design loads be applied to any component. and are for"dry condition"of use. G�,Q 14 �‘ c 0 TRANS I D: 403334 a.CompuTrus has no control over and assumes no responsibility for the 6.necessaryDesignassumes full bearing at all supports shown.Shim or wedge if. ,V,�( RI�4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII(III(III TPI/WTCA in BCS(,copies of which will be furnished upon request. g (ines coincide Digits ind cate with of plate inoint rinines. ches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e58(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 1-2=( 0) 42 2-4=(0) 0 2-3=(•63) 49 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9° -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) 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.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" TL 3-11-11 MAX CREEP DEFL = •0.001" @ 0'•-10,0" Allowed = 0.111" T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4° Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 6.00/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' 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 v in the plane of the truss only. c Cd co Of 4 o� 1 2 ►4 M-3x4 J, y y 0-10 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 � .p PROFF Scale: 0.6394 `5�� NGIN,E Ores WARNINGS: GENERAL NOTES,unless otherwise noted: i1_. 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: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �� �� E �� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required in ere s and/or drywall(BC). �,/' It 3.2x Impactotrbridging or lateral bracing where shown++ SEQ. : 5992824 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, 9G OREGON ((/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q '9 y' 1 4 20� -}.� fabrication,handling,shipment and installation of components. necessary. h �� 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes locatedadeqonne drainageh iso truss,and MFR Fi 11..�- I VIII(VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be both faces of truss, placed so their center TPIMIrCA in BCS(,copies of which will be furnished upon request.-E lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L 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 TPACIFIChis desiLUMgn BER-Bprepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsfl uplift at 24 "00 spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXTC PANEL 0 1 DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020° @ 3'- 3.8" Allowed = 0.333" 6.001/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 .- Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. 0 Co Cr 111111111111111111111111111111111111111111111111111 O� 1 2 4 M-3x4 * * > 0-10 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 �x(x, PNrq PN WARNINGS: GENERAL NOTES,unless otherwise noted: j {- 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: J 1and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 com pression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. P 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �"� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"�." DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �C 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. L<0 �9 y 1 4, 2.0 P-�' 6.Design assumes full bearing at all supports shown.Shim or wedge it G� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �`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 I VIII VIII VIII VIII VIII VIII VIII'III'IIITPIIWfCA in BCSI,copies of which will be furnished upon request, g.IDigas nes. mines ica e s zee with loint of plate ininches. MiTek MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C#1&BTR ATION TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=) -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 1667 05 3- 9=(-308) 164 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HDRZ BRG REQUIRED BRG AREA Connector plate prefix designators:CLL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connec 8,CN16 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50' 0L .56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTTSAGE OF IIBCS20112 ANDLIMITED NOTLY IRCUE 2012 NOT BEINGTO THEAMET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 111.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF 0.37 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 nof) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015' @ 2'- 3.8" Allowed = 0.339" T MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" ''t DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 1Design conforms to main windforce-resisting 6.00 ' 2 2 system and components and cladding criteria. 2 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, 0 o Truss designed for wind loads I,- o in the plane of the truss only. co :t M-4x6 �O 0 M-3x4 �Cel� co o o X�rram M 3x4 9 --/c? e --/o O N O N M-3x4 M-1.5x4 Cd 2-03-12 2-10-08 0-09-12 J' y ), y 0-10, 2-05-08 , 11-06-03 6-00 y 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 \��ti�'N PROP s�o WARNINGS: GENERAL NOTES,unless otherwise noted: / '9 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C� Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper. _ . p� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building desgner. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous2xImpact sheathing such las bracing cing re suead where shown aodnor drywall(BC). ,- �� 9 4.In tmpact bodging is thterel onsbi required the where tive contractor. , 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective ir SEQ. : 5992826 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, -57,_ OREGON s TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / '9 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O Y 1 4 2� A-t. fabrication,handling,shipment and installation of components. necessary. c �`- 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �`R R I�.-, C- I VIII'11111 IIIII'III VIII 11111'VI'I'I III' TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.nes coincide ates ll ewith joint center lines.d on both 9. s of truss,and placed so their Doter le in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plits incate size ofate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2v( 0) 42 2- 8=(-102) 178 8. 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 3- 4=(-213) 71 3- 9=(-289) 171 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 5sf) uplift at 24 "Sc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 11 11 11 MAX LL DEFL = 0.042° @ 11'- 11.7" Allowed = 0.200" T '1 MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" /- MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009° @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6"00 RV Design conforms to main windforce-resisting system and components and cladding criteria. to 0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, d Truss designed for wind loads o T in the plane of the truss only. M-4x6 ...__, M-3x4 m c•-, 9B -/ o � im � M-3x4 x4 o M-1.5 Cd 80 0 M-3x4 2-03-12 2-10-08 0-09-12 0-10, 2-05-08 , 9-06-03 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,9,4,5I JOB NAME: POLYGON PLAN 5-6 NH - J6C scale: 0.3429 ��S��� �SIp2 WARNINGS: GENERAL NOTES,unless otherwise noted: -9r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :4,117.4,Etp. E Truss: J 6C 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 al 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "�"' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . �Cr 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'T7� ,�OREGON�ho design loads be applied to any component. and are for"dry condition"of use. ✓' 91' 1 4 SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S 2° *- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if for the necessary. c t-� �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `P A I VA- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIPMCA in BCS(,copies of which will be furnished upon request. 9 (ines Digs indicide ate size oint of plate ceninriniches. 10. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -69) 178 7-6=( 0) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-245) 43 6-8=(-114) 276 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3.4=(-153) 71 3-8=(-289) 118 TO LATERAL SUPPORT <= 12°0C. UON. LOADING 4-5=( -70) 32 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connec 6,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M20HS,M18HS,M16(or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9° -13B/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl 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 = 0.001" @ 0'--10,0" Allowed = 0.063" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'e AT TIME OF MANUFACTURE. 6 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o 0 o in the plane of the truss only. LL) v _,„„ M-4x6 r� 8 _. -� iiNi� -/ A- Cri� M-1.5x4 -/ G, cv 7 M-3x4 o M-3x4 M-3x4 2-03-12 2-10-08 0-09-12 J- > y .1- 0-10 0-10y 2-05-08 7-p6-03 y 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783G`<(�, 0 PRoFer, WARNINGS: GENERAL NOTES,unless otherwise noted: IN 9 Cr Ire'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: J 5C and Warnings before construction commences. building component.Applicability of design parameters and proper �� �� E ti' 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �i DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC). ,,l, - P tY 9 3.2x Impact bridging or lateral bracing where shown++ 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. rz- SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A-OREGON 1(/ design loads be applied to any component. and are for"dry condition"of use. G �/ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O Aiy- 0 14, ZQ� -}� fabrication,handling,shipment and installation of components. necessary. L� �`?. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided.,and �`R R I L�^ I VIII(VIII VIII VIII VIII VIII VIII(III(III 8 Plates shall be located on both faces of truss, placed so their center TPI/WrCA 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. 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2.7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 2-3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4= -1533-4=(-153) 822 3-8=(-372) 143 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 23.7" 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50° 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197° MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ 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, 1, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. v M-4x6 th M-3x4 11111�� c) _,o 8 o o mr M-3x4 M-1.5x4 o s 2►� 7 0 O 0 M-3x4 y y > .) 2-03-12 2-10-08 0-09-12 0-10 y 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,41 (50 PROF6, JOB NAME: POLYGON PLAN 5-B NH - J4C Scale: 0.4268 �5� /G(/rvE 9 vo�J WARNINGS: GENERAL NOTES,unless otherwise noted: j/ qt., WARNINGS: 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 141. E T r u s S: J 4C 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 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �,I" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'i DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • lir 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. '9G ,�OREGON,,}to SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are fsr"dry conddian"of use. �Q '9Y 1 4 AA TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.assumes full bearing at all supports shown.Shim or wedge if r V` fabrication,handling,shipment and installation of components. ry �`R R I(.-�' p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shalt 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. git coincideictwith jointpate nr liche. 9.Digits indsize 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 SPECIFICATIONSTO: TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-135) 228 6-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5-3=( 0) 50 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50° 0.17 KDDF ( 625) 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 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009' @ 5'- 2.3" 5-11-11 MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" T I DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ 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, 0 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 M-4x6 0 0 N ems- M-3x4 _ co 1" 0 O ....41111111111111111 7 111.--.ft o� 2 �MTO ml M-3x4 M-1.5x4 �o 0 M-3x4 y y y y 2-03-12 2-10-08 0-09-12 ), ), y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 \��``9,0 P Fe:LC:/C3:. WARNINGS: GENERAL NOTES,unless otherwise noted: (N h1.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 .7Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper E {2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /DES. BY: BS 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom cho ds to be laterally braced at / /is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,'DATE: 7/11/2014 the overall structure is the responsibility of the buildin desi ner. continuous sheathing such as plywood aired ing(TC)and/or drywall(BC). �/;_9 g 3.In Impact bm es t or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992830 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, OREGONdesign loads be applied to any component. and are for"dry condition"of use. �/ 1,9y 2N TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 fabrication,handling,shipment and installation of components. necessary. A- 21'_ 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedodrainage is provided.a. •Y/�-p R I1 V 1111111311111 VIII VIII 011111111111 IIIIIIIIIII B.Plates shall be located on both faces of truss,and placed so their center rt TPI/WrCA 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. 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=2.3=( 1 ) 24 5-7=(-76) 191 5.3= () WEBS: 2x4 KDDF STAND ( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0° 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005° @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0,226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" TMAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 V 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, M 4x6 A) co Truss designed for wind loads 0 in the plane of the truss only. c o a N M-3x4 g11 7 10"-111v EI �I M-3x4 co M-1.5x4 A- o/= 2► 6 0 0 M-3x4 0 * y * 1, 2-03-12 2-10-08 0-09-12 ), > y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : POLYGON PLAN 5-B NH - J2C c���'����GPN 9 si�2 Scale: 0.5343 WARNINGS: GENERAL NOTES,unless otherwise noted: ``' -i�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �- i� E S' Truss: J 2C 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 bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at P rY DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.n,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /` 406010."fir., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 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. -7 ,�OREGON , � SEQ. : 5 992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, _.{ design loads be applied to any component, and are for"dry condition"of use. / '9 y 1 4 2� P+ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` necessary. SFR 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 111111111111 VIII VIII VIII VIII VIII'III'IIITPI Ain BCS',copies of which will be furnished upon request. 9.(ines Digits coincide iate s zewith lof oint plate in center nes. 10. MiTekk USA,InC./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 11.7" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 1-2=( 0) 42 2-4=(0) 0 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0° 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) ( C,CN C18,CN18 (or no prefix) = CompuTrus, Inc g) -44/ 94V 0/ OH 1,50" 0.15 KDDF ( 625) 3'- 11.7" 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1' Allowed = 0.067' 12 3 -i 6.00I MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES ' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. <,,,,_ v 111 �� 1 2� 4� -V M-3x4 y y ), ), 0-10 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2.4,3' JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 �S���c0 N©pe. WARNINGS: GENERAL NOTES,unless otherwise noted: �� ,2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper E �(' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `,/P l �i P tY 9 3.2z Impact bridging or lateral bracing where shown++ . 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, p� .,OREGON l�j TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q -,/), 7 4 20!A-V� fabrication,handling,shipment and installation of components, necessary. V` 6.This design is furnished subject to the limitations set forth by7.Designlas shall be assumes adequatedodrainagehc iso truss,and �`R R I��^ 1' 1111111111111111 TPhWTCA in SCSI,copies of which will be furnished upon request. 8.Ines coincide with joint center both 9. of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic its �connectorcate size oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I01111111111I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50° 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRO 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 = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL MELL1 DEFL = 0.001° @ 1'- 0.1" Allowed = 0.050' Allowed = 0.111" T MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 1..----- MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 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. /' cof- d'o� ii00000111°1111111111i 2� 4 M-3x4 J, > ) 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 �\-' v1G N Ore. /�. WARNINGS: GENERAL NOTES,unless otherwise noted: tL I '-$7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �- ' 2 1• E Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally tbtheiraced atAitier P 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 40501W , DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�.,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ��� C/� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 S E Q. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t'l2 A� design loads be applied to any component and are for"dry conddion"of use. G'�O 1' 1 4, '� 6.Design assumes full bearing at all supports shown.Shim or wedge if !i TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. t L� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`R R I L\' 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPI kAin BCSI,copies of which will be furnished upon request. 9nes. (ines Digs nidi ale with oint of plate inriniches. 110. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015