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Plans (411) VNI l 2,017 - ooz6 C9S.74( ow fr 'e4 Lv\. MiTek 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. �� tPRQFetss yG I N FR r� 44, 4 8: a 2P � p �'', OREGON ctQ„Esti Cb8ER si" k9 A. HEO 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. ....... lut MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. oIONIO k �c WAS re. ,a , tti `1 �' 9ik 6 i.•0,-. April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 58 PL14-90UP F01 Floor 6 1 R41832522 Job Reference rotational) Pacific Lumber&TrussCo., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39-21 2014 Page 1 ID:j7axn40sHnThlyaUAczwoszXlUYcHTKdJclYpmObb_IRPgo7B0ohg07S71HDPDhOfzOQTa I 2-6-0 I I 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 11 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e \ e / \ o N O � ee e 13 12 11 10 Er. 3x4= 3x8= 3x4= 3x4 = 3x4=- 10-8-1 10-8-1 11-4-9 I 9-11-9 10�1l1rr1 111-3-1 1 1 16-4-12 9-11-9 0-1-$ 0-7-0I 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-B,Edoel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Incl YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/Tpl2007 (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. 010NfQ TOP CHORD 2-3=2463/0,3-4=-2463/0,4-5=2532/0,5-6=-2532/0,6-7=-2532/0 ite BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 SIA © kt 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 ay NOTES -.g...1)Unbalanced floor live loads have been considered for this design. N 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/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to li 49639 be attached to walls at their outer ends or restrained by other means. SO ,el LOAD CASE(S) Standard 9rIS3 S'IdNAI. 4t 87022PE 91.' cv 441:;%i...„.4,10 REGO 9,3*,,,„14/1V Cb SER 4' `Sk A. HE A EXPIRES:06/30/2015 April 22,2014 or ®WAffNIS'-Ver/fydesign,parent:ssrs and REAS?WITS ON THIS A//S IM i/Eti HiTEK REFEREACE PASE Ml!-7473 rT c 11291Ztrl4BEM USE Null 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 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/T911 Quality Criteria,DSB-89 and BCSI Building Component Safety Informelon available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 IfSerr'Pine 1S P)lumbar is specified,risen sige mares ares-those effestree 0614212015 byAi.SC auttl 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:j7axn40sHnThlyaUAczwOszXl UY-4U1 igfdfJ7uFCIZU_7B2f0Y183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 I Q L1 1 2-3-0 I 1 1-2-0 I I 1-0.5 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x6= 4 5 6 7 8 9 10 • • -A/- o --.,,../ 9 N N e e e ee 17 15 14 13 12 11 3x4 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 15-10-12 I 3 I 12-10-8 Plate Offsets(KY): 17:0-1-8,Edael,(12:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d 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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) 01ONIO FORCES (Ib)-Max.Comp./Max.Ten.-M forces 250(Ib)or less except when shown. Cj"p 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, (i6-' ar i 8-9=-1099/0 'P 1P 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 , k ,i``M 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 III A1 4k' NOTES4963 4,,1)Unbalanced floor live loads have been considered for this design. O+' Z*01 - T1 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. 'IONALG 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 �� 6)CAUTION,Do not erect truss backwards. i-jk LOAD CASE(S) Standard � � N i E - ' 870 2P -- N �Aj,OREGO � Q� �� 418E8 '+� .a `SA" NV.R EXPIRES:06/30/2015 April 22,2014 4 8 A W4JNTt -Way,dEggra rarart ers andR€Ail MU ON YRTS AND MUM€f/Ri3€X REFERENT PAGE HU 7473 ret.1;18/2�Ptd BEWELSE 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 ■'7`�1�` erector.Additional permanent bracing of the overall structure is the responsibility of the buildingIYI A4. ding designer.For general guidance regarding 1 fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/TPI1 Qua4ly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 1Safely 4km:thePine(SOt Iaaalsas is slaecifi�the Institute,*mines aretbsese effective f 31206/0212'013 bit X22 4. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B PL14-90UP F03 Floor 841632524 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MTek Industries,inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyallAczwOszXlUY-Ygb42?eH4R06gv8gYgiHCc57kT4Ew0FaTjinSYzoQTY I 2-6.0 I I 2-5-1 II 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 H 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 o \\`! a o N \ N e° 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10-2-1 193(9 111-5-91 1 16-7- 1 o--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid 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 Incl 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. y'TONIO 14, TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7e_2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538f0 01 WAS 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 it'., i 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 T 7F` qv be attached to walls at their outer ends or restrained by other means. ,...14k`49631 LOAD CASE(S) Standard , s 0I5T —CONAL' � 4p P R pFFtPs 870 2PE re y �-5, OREs. G N $ LUJV 160:48EB AN A. HEA EXPIRES:06/30/2015 April 22,2014 $ ®wA.'NIM-Veityde_vIInparame0srs and REM PCd€S0//7H'SAle IfLU F0Nii€WREFER€/(Ei 7471.7473;et 1,/25/2014 BEWIISE mll—_». Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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/TM1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Ifses.,cfserrrFire(51ilumber H ,the detges-ahassare tihase rcttsseels/O1flO13 A&SC Citrus Heights,CA 95610 Job Truss Truss TypeQty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(ootional) Pacific Lumber 8.Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYOs9SFLfvrk8yS3it6YDWIpeEXtNnfT6ItNRL?_zOQTX I 2-3-0 I 1 1-4-11 II 1-2-0 11 1-0.9 I 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 q $ 6 7 8 9 10 el is c ` e • e o N / N e e ./ .1• 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 13-8-111 1 18-1-4 I 10.7-0 0-7-0 3-9-9 Plate Offsets(XX): 112:0-1-8,EdueL(13:0-1-8.Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Weil Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(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=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOMO 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 '0 4744 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 007 QV w'AS.1 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, f.! 4w 613=86070 .tv J , h�. O NOTES Ifi �,1 1)Unbalanced floor live loads have been considered for this design. ar, 2)Refer to girder(s)for truss to truss connections. 'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 44 3) ' +t 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 7Q 4b. I V be attached to walls at their outer ends or restrained by other means. S/ NAL � LOAD CASE(S) Standard <,�c.p PROFFssr w�\� �NC')IV k9 0�,, 87022PE r' CD (,.:,,t N EXPIRES:06130/2015 April 22,2014 8 f ®Iy4AN7 .Verity detipnparamamrsuxdRENDCOTESONMIS AND MEMO(4f7EK REFERENCE MENU.7473rec2,725x12014 BEMUSE wino 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 t!lll�T�1Al�" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lYl l fabrication,quality control storage,delivery,erection and bracing,consult ANSI/Tall Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Fine(OP)lumber is specified,the designs s-atues arethese efiactiee 06/o1/2o13 byAr:sc Job Truss Truss Type Qty Ply 5B PL14-90UP F05 Floor 9 1 841832526 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwoszxl UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1 AhwS3tzOQTV i 1-3-0 I i 1-1-1 ii 1-2-0 ii 2-4-15 I 2-6-0 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 d1Wer W- I • ��/ J a' • W1 /I,WJ.±41W1111%1'e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5 = 3x5 WB= 15-7-9 14-5-9 5I 20-9-8 14-5-9 -07-0-9 13-7-0 i 5-1-15 Plate Offsets(X,Y): I12:0-1-8,Edael,f18:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NI-0 TOP CHORD 2-3=-2003/0,34=2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14-3519/0,14-15=-3519/0 C p A. j1416_ lei, 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, 4r ;w{ 19-20=0/3519,18-19=0/3519,17-18=0/1990 fv �4:, Q 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, c 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, 12-20=0/1057 g �'r NOTES �C) 4;,49639 4, 1)Unbalanced floor live loads have been considered for this design. .4+ CrisT50 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. S NAL � 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. 4. to P ROFE LOAD CASE(S) Standard C �NoINE- �� 870221E I- cn cv y fi-0j, OREG+►N (1)Ay 11'0 $ * cv EXPIRES:06/30/2015 April 22,2014 8 _ $ ®mon-Verity design raramiurs and READ ACf£S ON TINSAHL INCLUDED MIEN'DEFERENCE PACE HI 7473 rem 1,1251M14 BEEM 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 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 SCSI Building Component Safety Informolion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Carus Heights,CA,95610 it Southern NMe('SPfinobetis nxexdoe4,the drsigss unisonare these effective 06/03/201.3 by AM Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP Foe Floor 1 1 Job Reference(optional) Parc Lumber Si Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1 AhwS3tzOQTV 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 ArIVIllIlti4il I 0 N i- r ftr -( 5 4 prO 3x4= 3x4= 9'1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONTO�.�i' NOTES WAS,jj- �V 1)Refer to girder(s)for truss to truss connections. '`�1, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. (.9-CV s 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1-T j t 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 , a 1. d be attached to walls at their outer ends or restrained by other means. / LOAD CASE(S) Standard „d 49639 S'flNAL e O PROFFs rN4 `� I .1. F9 p"9S ?- 87022P1 (- y �-0OR GON (1'5)O.. ' AleEB 1\ SA. H EXPIRES:06/30/2015 April 22,2014 ®taftfifht.Verify design parameters andREAP POTS ONMNFSAMOCHE EDIMIT€CREFERENCE PAGE MT 7413 set 1,125/201$MINE U 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-riot 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 18�T�1R." erector.Additional pennanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXC 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/MPl1 Qualify Crtimia,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 iSafety f Southern Pine Information lwnlae€sospec�zal atheInstitute. stezigrr values are Suite2r Alexandria. by MSC 22314. Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 56 PL1490UP F07 Floor R41832528 5 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-veOz5iiQuzeOwgOeLOlSvfozjUmsbGBJd?PY81zOQTT 1-7-12 1 I 1-8-15 I I 1-2-0 I I 1-4-9 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 B 9 10 11 e o N - --14441441114144111•- / G .4444411411114141414.- 14111...° 114441111141444144•1 N e e 19 'S'-' 17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2 17-5-4 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edae1,18:0-1-8,Edge1,113:0-1-8,Edge1.f19:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ytJNra 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, o � $ v WAS 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 " �►f€E ' St 12-13=0!909 q `; J J�1.;Zig 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 tiiiii NOTES r 41. 1)Unbalanced floor live loads have been considered for this design. p(:) Q 4�� 4 7 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. I3181� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. $1011t V5 14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. cD P R Op crs The design/selection of such connection device(s)is the responsibility of others. (� 7) InIn the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C. ,NA('j)jNE' . /© LOAD CASE(S) Standard LV �IP' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87022PE Uniform Loads(ptf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) Vert1=-004(F) y �'O) G n DRE4' CI '118ER A N7 A. HER EXPIRES:06/30/2015 April 22,2014 I I tbARNI43-Verity design parameters a d READ NOTES ON furs Am MUSED MITES AEFEREICE PAGE Ma 7 473 ret J./13/21314511i3/Et/5E �� Design valid for use only with Mick connectors.Thu design is based only upon parameters shown,and is for an individual building component. �` Applicabilly 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 By{iTte fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPil Qualify Criteria,058.89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. I/Southern Pine tSPj lumbee to upanct$1ed4 the destge:values ace those effective 05/stSfaO1.3 byAtSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP FOB Floor 7 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e e e zy,.....„............. Li0 N I e e 1 9 8e3x4= 3x4= 3x4= 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 416? 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edeel,f9:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (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(lb)or less except when shown. ,.10NIO TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 !�� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 O' -01"SIN;`" WEBS 2-10=736/0,2-9=37/269,5-7=718/0 is ,(* Q> 'L• NOTES r k O1. ttl 1)Unbalanced floor live loads have been considered for this design. 1 - f ; t a 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. "'`1111 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ;1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � 49639 be attached to walls at their outer ends or restrained by other means. QfIs ' LOAD CASE(S) Standard -,..: ALS C, �`,- GINE s-iQ 4 870 2PE 9 -7,SAT OREGO ti'„. C1 $41 ER1� 4 dsA 1-40/..v. � EXPIRES:06130/2015 April 22,2014 a A W.4581m'-V ?ydex4n pararnemrs add READ IOTFS Of17NZSAND rm tSEO HZT€K PlSFFREME PAGE KU 7473 res 1,11512014 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 responsibilliity 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/7PI1 Quclily Cd Leda,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 if Safety Information Pinna OP)laurmbev iso s7fec-Med,•tlee'desiugnw8iutsase ttsae effective 0O1/O3.tr k314. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 5B PL14-90UP F09 Floor 1 1 841832530 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 Mick Industries,Inc.Mon Apr21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbqvSphStLFYuG7KsvTsf969CzOQTS I 2-6-0 I 0-5-0 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II _Di _...\ e- • e O N 4 N C G > O Ook g 1.5x3 II 8 7 6 3x4= 304= 3x4 = 3-0-14 3r2 3-9-0 I I 6-2-8 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edge1,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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(lb)or less except when shown. 1,,lyl ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4Ss/o, s=ata/o o$ ov W,ASIij NOTES ' eA., a1�f a :`- G ryt"3 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. t 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 7� 4)This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. ''d 49639 '4k`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. �� IS LOAD CASE(S) ANSI/TPI 10 �F�, O PROres s c� �NGINEk-q 0/0_, 870 2PE 9t" y �(a cki OREG N 2�' �T 11/ ub $' $ERAS �© `c. A. NR EXPIRES:06/30/2015 4 April 22,2014 f:7" A.itMa �..Verity-design pararrmters arty DEAD f�k>1FS UNITES,41J&ItC€t€LF£I HIV:f 4EF£REN:T PAGE M11.7473 rex.1,/25120141EME LSE tiff Design void 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 MITekfl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quarrly Criteria,DSB-89 and SCSI'Ming 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 ifSauthem Hare(SP}lumber is specified,the gir aadues are them effective 006/03/201,:3 isyALSC 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:j7axn40sHnThlyaUAczw0szX1UY-r) WOjgQau6A AOSoKw_4uKNIS83Cjc4JufCez0QTR I 2-3-0 I I 1-7-11 I1 1-2-0 I I 1-4-9 I 1-6-0 I Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.54 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e — 440444 o — e e N •000 „..: e.41 e ee e , 1 14 13 12 11 k 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4=- 12-3-11 12-3-11 11-11-8-11 15-5-4 I I 11-1-1 1 )D-7-0 10-7-0 I 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edae1,111:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' ONIO TOP CHORD 2-3=2121/0,3-4=-2121/0,45=2434/0,5-6=-2434/0,6-7=1775/0,7-8=1775/0 BOT CHORD 1415=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 Q o -y WEBS 7-11=-417/0,2-15=1416/0,2-14=0/910,414=380/0,5-13=274/0,6-13=0/820,8-10-1112/0,8-11=0/1049 {j 4k Cr? ',7j ♦ -Q d NOTES 1)Unbalanced floor live loads have been considered for this design. 4 j 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4" 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 be attached to walls at their outer ends or restrained by other means. Q, w 0IS LOAD CASE(S) Standard 810 NA1J o ccs,. -- ..:R. 0,... 870 2PE. T y �..o OREGO 4 `r+ Ml3ER 1\O ‘,'P- - R. He, EXPIRES:06/30/2015 April 22,2014 i1 N ®8ARMIPIJ-Ver:rdssi7sprssoeternandfiEAOA+ IESCMTHIS ma€�`EOtdfTEKREFERENCE ISG€MU7473rrv,1tBb /25/2BL�04El .. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI t Al fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Lf Sou Southern Moe )vSombef is specified,atledesignvalues are.t sna dated toy MSC4. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B PL1490UP F71 Floor R41832532 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczw0szX1UY-rOWjWOjgQau6A AOSoKw 4uPzIbT3Hwc4JufCez0QTR I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 a N C N e e ° e e 1 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4t6 8-8-8 3-1-2 0-1 0-7-0 0-7-0 0.1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edae),f9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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(lb)or less except when shown. 010NjO TOP CHORD 2-3=-761/0,3-4=761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 CPOV � i WEBS 2-10=757/0,2-9=28/290,5-7=737/0 0 y, NOTES �" o'4�T 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. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. a, if 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to t be attached to walls at their outer ends or restrained by other means. �11 , � ' ISTVOY S? LOAD CASE(S) Standard s,( 146 PRop co NAGIN :fra, /0 tt' 87022PE di/."-'f'1.41'1: 7 �'0,, OREGO cp i `9A. He EXPIRES:06/30/2015 April 22,2014 a t WAAND6-Vuitydsign;aranaetrsaro'REAPif TES CHMiSAND Ih#Qi ED NNW REFERENCE PAGE Ha 7473 reg.1,125/2014 REM USE .. Design valid for use only with Mira 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 responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITeIC fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,031-89 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. it outlernr Pine(SP)lumber is verified,ttterredgfr vetoes are those effective OS/illsf2Q1.3 tayA SC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr21 15:39:31 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-JD46jkklBu0zn71D0Wr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 I I 1-2-0 11 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 - : N Icl'9 4411101 e e ,1 19 12 11 10 3x4= 3x8= 3x4= 354= 354= 10-8-13 11-5-5 10-0-5 10-113 11-3-131 1 16-5-8 I I 10-0-5 0.-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,EdaeL(11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ONIO N TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 .J a BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 QWASINmoi' WEBS 6-10=319/0,2-13=-1648/0,2-12=0/1025,4-12=379/0,4-11=366/163,7-9=-1643/0,7-10=0/1116 t! ' T li r p'0 NOTES co ( c`k '' C° —_ 1)Unbalanced floor live loads have been considered for this design. / t`a 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. *" 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 rd tk, , j 49639 be attached to walls at their outer ends or restrained by other means. �,rj 'q{�-IS> .' LOAD CASE(S) Standard S1ONALV G „ cyt PRQp . �, � XyGtN �-1' .0„ 4 87022PE ti"` / N ,cv y �qj;OREGO i .Q.'V ��'©�'�8EB \� = 1S A. H'E � EXPIRES:06/30/2015 April 22,2014 8 8 A wARNNS-Ver/f desigm pram mrs and REAP f/)7ES CN IRIS AM DatiSED HI75K ARE€ET£N(E PSS ff1I 7473 ter.1/2912014 BEMUSE 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`Additional permanent bracing of the overall structure is the responsibility of the buildingIY1 designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quarry Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 ftSafety8.auttserrn Pi Information lumber is lttud, Institute. values are those Suite 312,06/01/201 5 A8 22314. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply 5B PL14-90UP F13 Floor 6 1 Job Reference(ootionaj) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nPeUx4bryC8gPHKPaDN03Vzcz55RX5zvYcNmH WzOQTP I 2-3-0 I 1 1-4-11 ii 1-2-0 ii 1-2-5 I 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 c a o e N N ee _ ee e 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 143-11 I 13-1-11 13-8-111 1 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 1 Plate Offsets(XY): 112:0-1-8,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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 Incl 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 OF 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(lb)or less except when shown. O,NfO TOP CHORD 2-3=-2664/0,34=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 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, gw xjjr 6-13=-853/0 1 e. G'1 NOTES 0, ( ..+ ., �+ tT1 N 1)Unbalanced floor live loads have been considered for this design. to. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ie 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 49639 / 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks totQ be attached to walls at their outer ends or restrained by other means. 4'01$ LOAD CASE(S) StandardALG 4,0 cO PROF �c\� ENGINE 9. /e. 87022PE r" 11 Pv y Aj, ()REGO (Qlv 9C $'4,1$ER #'' ,N.7 UUS & HE � EXPIRES:06/30/2015 April 22,2014 I A KASI/7M3.Veoyy dea gn Yaramwen asd Raft AOTES CM TH SAN&i 5C2ttf€f)MIMI(REFEREM7 PAGE MI- IE V..I/25/ s38Ett E Design valid for use only with Wel:connectors.This design is based only upon parameters shown,and is for an individual building component. Mils 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 budding designer.For general guidance regarding MiTek` fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/IPil Qualtly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314.FiscCitrus Heights, 4ruth�rn: PA tamPacr ro ssfiest"[t.¢.8es7 nvaEues are those ir6 tllf2SF1.3 byALhC CA,95610 t1'S Job Truss Truss Type Qty Ply 58 R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-FbBs8QmZVHh1 Rub8xudcj WsmVXEGcZ3nG7JpzzOQTO I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-53 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • �' _ — 0 N e 0 eep 11 11 10e 9 8C] 3x4= 3x5= 3x4= 1.5x3 I I 3x4= 8-2-9 18-9-9 19-4-9 1 12-0-12 I I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edoel.f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udell Ltd PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0."f QNIO ite TOP CHORD 2-3-1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 .s: BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 O {�tiWASI4y, WEBS 2-12=994/0,2-11=0/571,4-10=443/3,6-8=1277/0 C.) mss;'5 C „.. NOTES ca 1. tTSN 1)Unbalanced floor live loads have been considered for this design. j 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 4 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 ,SI ,4963944 be attached to walls at their outer ends or restrained by other means. 'Pt(i . LOAD CASE(S) Standard ....,$). ' 44)� cO PROF ic.�`cs 4NG(NFFR. -0, 8 • 2PE , v' - ^c> REDO n ZU NI C'© 'I`I�ER #�' ,. A. He,. EXPIRES:06/30/2015 April 22,2014 0 8 ®lafARNIM3-VerifydeaipraparamesrsaradREADf.PFSONTUISAN&INCASEDMITEYREFEREMM MGE MIT 7473;ecI,/29/2014A!?b2.fEfilE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. `y 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 ■il[�� " erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BNI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quardy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely n on available from date Institute,781s Lee Street,Suite Alexandria.VA 22314. Citrus Heights,CA,95610 ti Southern lumber is the designmacrWieeve08/0lO1tryAT Job Truss Truss Type Qty Ply 5B PL14-9OUP FG1 FLOOR GIRDER 1 1 841832536 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51 D s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scab=1:8.7 0 N A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 I N IO NOTES C., +, 1)Refer to girder(s)for truss to truss connections. �J" 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r ; G3,,S3)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 pr, k?< O �fl be attached to walls at their outer ends or restrained by other means. N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4 1 ' The design/selection of such connection device(s)is the responsibility of others. if 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �"r jti }{7 � LOAD CASE(S) Standard44 r{ 'tST 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '0A } ( Uniform Loads(pit) NL Vert 4-5=-10,1-3=100 Concentrated Loads(Ib) Vert:2=-188(F) t \I' � PR(3�FS � GINEF4.. >o ` 87022PE p' 21 P‘i y< REGO ti©' C) ' f3EFIA s' s A. HERS EXPIRES:06/3012015 April 22,2014 I MN!tlArN7III-Yen;?ydesl7x pusame#srs axd 'RAO MR'S ON THIS AND ThailDE0 W73EKFSEFE 'N:E 7 1411-1413sce lint/2Lr14BfFC1fE4JSE 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 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/TP11 Qually 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 If5essfhern Pine[SP)lumber is spestfed,shaitestgrrsvarues aretliase e4fastive 016/61/203.3 by MSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 1 1 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2304 = 11 3 4 5304= 6 0 O N N e e 9 8e3x4= 1 3x4= 3x4= 3x4 = 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8.Edgel.19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Inc" NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(tlat) 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. 03ONIO TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 a BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 ' WEBS 2-10=804/0,2-9=0/327,5-7=-83310,5-8=0/303lir' fes `i: ;, O NOTES GO �zS '' 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. lir 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ` l` 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 049639 be attached to walls at their outer ends or restrained by other means. - hP 0 +A, 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. CS The design/selection of such connection device(s)is the responsibility of others. SIONAL' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��t0 PR OpitS' Uniform Loads(plf) �7(}v� .c, Vert:7-10=-8,1-s 80 „� ,N Fy Concentrated Loads(Ib) 4� �� Vert:11=169(B) �- 870 2PE: g.y -0.. ,OREG N cp � c,.j \C© $ER SH ¢� A e EXPIRES:06/30/2015 April 22,2014 a / ®WARNIMS-Verity design parameters mid READ Ig TES 0 ti MIS AND MIMED KITEK REFERENCE PAGE MIL 7473 re v.ilapoulEOREME r Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A,�elr" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �®YY�i 1ICC fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality CrIterfa,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 iSafety Informafion available f Southern Pine fSP)lumber is specified,thelde 781 4. Citrus Heights,CA,95610 valuer are xtsece elktsve i6JQ9;f2OY 3 byM Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I;b‘. Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves �_ O 4 may require bracing,nors alternativeeredTor I � !).. bracing should be considered. O 1-� U �1 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7's c6 7 cs 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. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request, 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all Ile Indicated by symbol shown and/or SYP represents values as published specifiedecis,equal to or better than that 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. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint NIMIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �I � 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. mierekis not sufficient. EiCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'-0" I 11'-11' 1 GARAGE RIGHT R g v 2 2 ti Los Li o ti m c g os) co in n N AR1 4 Tr ASJ1 ASJ1 ASJ2 ASJ2 //// 6 12 AH1 (2) 41._ AH2 AH 3 AlFZ, AH4C AH5C AH6 AHT Al (4) AH7 AH6 6:12 6:12 AH5 AH4 BH3 BH2 8:11 - BH1 tV. q \D2 (2) \E2 (3)8.12 , 6:12 D1 -.N.-.�! 6:12 ► v ■ CONFORMS TO DESIGN CONCEIT En ::1 t 6:1 a, in ❑ CONFORMS TO DESIGN CONCERWITF a1 REVISIONS AS SHOWN [7X CONFORMS TO DESIGN CONCEPT II pr ❑ NON-CONFORMING-REVISE AND ttsOBMIT ©CONFORMS TO DESIGN CONCEPT WITH F v� I 2014 0 4 ljk SHOF DR 4ING HAS SEEN R HISSED FOP.GENERAL CONFOPJOANCE REVISIONS NOTED II" "-111 W A H THE DESIGN CONCEPT ONLq.ASD DOES NOT RELIEVE THE I]NONCONFORMING REVISE&RESUBMIT ' (�1 .ABRICATORIVENDOR OF RESPONS<HIL_TY FOR CONFORMANCE 15TH THE an n +w, r i as �.OMRa ^I:w x OV DESIGN DRAWINGS AlD SPECIFICATIONSA . Vei> E.VM x u,r . VM UM uUM e a� ALL OF WHICH HAVE PRIORITY MSMOMMMULYM Of MMONSIOLOY FOR VOMMOMMOZ VV... "4 F.,xe SPE E VO YF.IMik5CMSMtMWti HAVE. .HIS SHOP DRAWING. COFi RAC''OF.SMALL VERIFY ALL D-DIMENSIONS. By_ Alexia fukui care 9j22/11__. 40t.O By: Todd R. Eaton Date; September 19, 2014 MILRRANDT ARCHITECTS CT ENGINEERING@ taghtcompuTrusInc.2oos BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE.' ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFERDESIGNER/ENGINEER INFORMATION BUILDING / � DESINFORMATI N.BOF RECORDpalm /IF,, PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ER. F R TRUSS E ' 5 B TO TRUSS CONNECTIONS BUILDING CHECKED BY: DESIGNER/ENGINEEREVIWAND APPROVE OFRECORD LLTO � TR IIS C COMPANY REVIEW AND APPROVE OF ALL 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. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). ti, k' tk Ft jjt i "t 6r ' 0 k-A013111*', l'fi",' - ' j\C) . - '" rfdr r i i � if 1 ` ' EXPIRES 0/30/16 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 3- 4=(-2717) 1185 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"OC. 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 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 BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE RE UI. (BAGCIRS M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" 27 R/ 1775V 22 R1 IONS 5.50" S2.84Q.I KDDF IES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 HOAIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 T f f Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M 4x6 ]6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,f,( in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1 0.25" 0.25" VV. vY O O M-1.5x4 M•1.5x4 • \ -. `8' 10 O -3x8 M-3x14 8.25" M-312 x4 M-3x8 0 M-5x8(S) > /, y /, * y 10-03-04 9-08-12 9-08-12 10-03-04 y 0-10 40-00 0-10 ROP JOB NAME : POLYGON PLAN 5-B NH - Al �q- Scale: 0.1552 �Oa GINE ��(# WARNINGS: GENERAL NOTES,unless otherwise noted: f`rJ� 1- WARNINGS: 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 Gt. i E Truss: Al end Warnings before construction commences. buikting 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 brad to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry ng 9 DES. BY: BS is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), l' �`' 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 y 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 5992791 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, A. design loads be applied to any component. an"I re for"dry conon"of use. ,„,.1), design � 14 03 T 6.Design assumes full bearing at as supports shown.Shim or wedge if V/�,;� {� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. e7 Ft 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 S.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI Ain SCSI,copies of which will be furnished upon request. 9.linesDigitsindiccide ate sizejoint plate incenterinches. 10. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF 1/1&BTR SPACED 24.0" O.C. 2- 3=�-3048 1745 12.13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=0.C. (-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16.10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 NOTE: 2x4 BRACING AT 24'OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 7. 9=(•2505) 1688 9.16=Be) -597) 766 15- 9=(-547 0) 291 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,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 T '( T 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 windforce-resisting 14-00 2-03-08 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 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p 5 M-3x8 12 load duration factor=l.6, Q 6.00 Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 • M-5x6(S) "' ` M-5x6(S) v CD 0.25" Li) 0.25" 40 + + it co O f7 o1 8 .« r,... O 12 13 14 T 15 16 -"Si '<i O 1M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) * y y ), y 1, y y , 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 yy 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 `,�R,),NOfihe`osr WARNINGS: GENERAL NOTES,unless otherwise noted: C? •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 92e + E -fr"' Truss: AH7 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 stabitty 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 T o.c.and at 10'o.c.respectively unless braced throughout their length by r , DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(6C. „ . 9 3.2x Impact bridging or lateral bracing where shown++ M 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. 4ir / SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 94- 7,.. t fr IP ',A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 7A 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14" fabrication,handling,shipment and Installation of components. necessary. ,}' 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. vv/ h ' � I VIII)VIII VIII VIII VIII VIII VIII IIII IIIIby B Plates shall be located on both faces of truss,end placed so their center r i TPINJfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center toes MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E9. f late In inch . 0.For ibasic connectots incate sizer plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 11 11111 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 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3.13=)-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 8=(-2136) 1206 16-10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.209" @ 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'- 8.5" 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 ( ( 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 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 5 M- x8 7 M-4x6 12 M 4x6 6.00 M•5x8(�6.00 M-5x8(S) v 0,25" 0.25" 0 y wt. ,u co co co o o # " _.., nSi 1 v 0 1 12 13 14 I 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y 1, > .1 y 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 J, y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 `�,�� G IN 6.' WARNINGS: GENERAL NOTES,unless otherwise noted: J/d ,,- u 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 'C''' Tr Tr OG 6 E �1-- Truss: -- Truss: AI 16 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. f' f 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ..411PV drill DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Awl OREGON 4// SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, ',y' 2 N A• design loads be applied to any component and are for"dry condition"of use. �)'` 1 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessaryDSignassumes full bearing at all supports shown.Shim or wedge if ly fabrication,handling,shipment and installation of components. ircyy f V P Po 7.Design assumes adequate drainage Is provided. f-1`1"-`" 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPI/W1-CA In BCSI,copies of which will be furnished upon request. 9 linesDigitscoinindicateate jointwith ofplate in cennes. ter 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 IIIIIIIIII III 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 2.10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•3057) 1165 10-11=(-933) 2616 3-11=(-534) 368 WEBS: 2x4 KDDF STAND 3. 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(•241) 708 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 BC LATERAL SUPPORT <= LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 12"OC. UON. 5- 6.(-2136) 1015 14-18=(-955 2616 12- 3- 0) 311 DL ON BOTTOM CHORD 10.0 PSF 6- 7=�-2492) 1038 14- 8=(-955; 2619 5-13=�-527) 20303 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 42 13- 7=(-534) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ°IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.179" @ 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, T Truss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. 12 12 6.00 D M-4x6 M-3x8 M-4x6 a 6.00 M-5x8(S) "' M-5x8(S) 0.25" 0 3 0.25" o° + + 1* 1111111111111111 .M --.01' l 1, 00O _ _ O 10 11 1 13 14o o M-3x8 M-1.5x4 M-3x8 ) .25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y ), 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 yy 0-10 RoFt JOB NAME : POLYGON PLAN WARNING5-B NH - AH5 GENERAL NOTES,unless Scale: 0.1547 ti.,(0 ::: k. h0,0, otherwise noted: C!1 r 'T •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 2:21:$4f:' t 2 CC Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL®R { 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 stabiity during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of g by continuous sheathing such as plywood ueathin s and/or drywall(BC). wee 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++ 441 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tx A. design loads be applied to any component. end are for"dry condition"of use. �' V \ A\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if � Q} 1 Za �{ fabrication,handling,shipment and installation of components. necessary. X11 f. 6.This design is furnished subject to the Pmitations set forth 7.Designlaesassumes adequate both drainage is of truss,a iti p R I L� I IIIIII II II VIII IIII VIII IIII IIII IIII IIII by B Plates shall be located on bath faces truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9. its MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor basic connectocate sizer plalate in inches. te design values see ESR-1311,ESR-1988(MITek) EXP) ES:1 VV2M 5 1111 IIIIIII 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 IC: 2x4 KDDF @1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 204 KDDF @16BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-298) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 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 = 0.273" @ 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 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f T 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=1.6, l' fg r 1' 1' Truss designed for wind loads 2 03-0 -03 0 in the plane of the truss only. 10-00 10-00 12s M 5x6(S) 9 M-4x6 12 6.00 e 12M-4x6 M 6x4 7 0.25" M-36x4 0 4 6.00 r ! k o M 1.5xs \ \///\/\ M-1.5x4 co o o 1 ,...., 0 ,,4 y ». `13 o o 1M-3x8 M-3x8 10s.25" 0.251' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) J, J, )' ), J, ,1 , , 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , 1 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4 06, Goole: 0.,547 ?'0 N WARNINGS: GENERAL NOTES,unless otherwise noted: b4 '�� :I: 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for an Indivlduai � ®� � Truss: AH 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ✓�,,r' 3.Additional temporary bracingto insure stabil) duringconstruction 2.Design assumes the top and bottom chords to be laterally braced et .r�� Po rystability 2'o.c.and at 10'o.c.such unless braced throughout their la th by j�..- 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. : 5992795 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, p4. 1p SA.� design loads be applied to any component. and are for"dry condition"of use. ''�© 41✓ 14 Z.� 4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bearing at alt supports shown.Shim or wedge If � necessary. t� fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. �� 10" 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in I,copies of ch will be upon lines coincide with joint center lines. IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM e USA,lnCJCompuTrus(Software 7.6.6(1 L)E request. late In inches. 0.For ba9.Digitsisicicoonnectorsizeof plate design values see ESR-1311,ESR-1988(IiTeW EXPlRES:12/3112015 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 k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 0 7.16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(•2812) 1112 9-16=(-269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-3022 1247 16-10=(-136) 293 11'12=( 0` 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" Connector pplate 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,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -241/ 1775V -111/ 1118 5.50" 2.84 KDDF ( 625) 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 last) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'••10.0" Allowed = 0.111" MAX LL DEFL = -0.246' @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.495' @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088° @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 f-1' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 5-01-08 ,, 4-10-03 ,, �4-10-09 5-01-12 5-01-12 4-07-04 � 4-07 , 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 1.12 M-5x6 S 6.00 p M 4x6 M-3x4 6 (0,25" Mx4 e M 4x6 12 6.00 SP'' rNssssif ..- M-1.5x4 M•1.5x4 0 3 o LO Cr) 4/// f- f- /1 13 '4 T 1 16 �2 o o �M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 y y M-5x6(S) (S) M-5x6(S) y y ), y , 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 0-10 yy JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale. 01481 Q' GMT_ ,f WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 / ,T 9 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual ,{//2 Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and propea yL® E f 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 7 o.c.and at 10'o.c,respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r� 4�, 9 3.2x Impact bridging or lateral bracing where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 59927 96 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, 5' k/ design loads be applied to any component. and are for"dry condition"of use. 'O A 14" ��1 ��. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if � fabrication,handling,shipment and Installation of components, necessary. iii, 6,This design Is furnished subject to the Imitations set forth 7•Designlatesassumes adequate o ne odrainage Is truss,a. �ry( � I IIIIII IIIIIIIIIIIIII VIII VIII IIII IIII IIII by 8 Plates shall be located on both faces of truss,and placed so their center n TPINJfCA in SCSI,copies of whichwill be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint center bines. 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 1E111111111 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=(-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 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 15.16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2798) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17.18=(-1207) 2684 15- 7=(00) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7.16= -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 17-10=) -354) 293 93 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR IOPSF 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,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc snacing,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 = 0.536' @ 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, ( ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f3-00-12 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, -3' Truss designed for wind loads 2-05-"l 1in the plane of the truss only. 6-00 12 M-4x6 12 t2 6.00 D 6.00 4.0" 4 6.00 s H ftp PRDFe5 o M-5x6 M-3x8 M-3x8 M-5x1640o. o-3x4 v 9 . � 0 o 3 + mi Vc.c. _ a No / /- o l% +� 20 o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8y(S) =M-8y(S) y y 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 y1, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 � s� C�1N r,�fi WARNINGS: GENERAL NOTES,unless otherwise noted: h/ C 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 '- °JG y` L- r" Truss: BH2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ✓+,r' 2.Design assumes the top and bottom chords to be laterally braced at ,rte. 3.Additional temporary bracing to Insure stability during construction 2 o.c,and at 10'sc.respectively unless braced throughout their length by jae..-- 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++ A 7 " SEQ. : 5992797 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, fit` {A_ design loads be applied to any component. and are for"dry conditlon"of use. ,© ), 14. 2O '4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Desessassumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. FillILA' P P 7.Design assumes adequate drainage is provided. ��r-i h�Yl" 8.This design is furnished subject to the limitations set faith by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII(IIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lingcoincide with joint center Ines. 9.Dies indicate size ofplatein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. sFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 2x6 KDDF g18BTR T2 ( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 BC: 2x6 KDDF N18BTR LOADING 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4=( -390) 2390 WEBS: 2x4 KDDF STAND 4=( -6788 121 114=(-2778) 15096 12- 5=(-7208) 1432 4- LL = 25 PSF Ground Snow (Pg) 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0' V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17- -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0' TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6-15= -328) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING AT 24'OC UON. FOR 9-10=( -5482) 926 7-16=(-8536) 1596 ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 OVERHANGS: 10.0" 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG 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. 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ O'•-10.0" Allowed 0.083' 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000° @ 0'--10.0" Allowed = 0.111" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webshout 2x6 �m 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 load duration factor=1.6, 4-10-13 10-03 Truss designed for wind loads f3-00-122-10-15 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. 12 12 12 6.00 V 6.00 p M-4x6 Q 6.00 �-- 8 4 �� M-5x6 M-3510 M-32(10 M-5x16 44000. M-3x4 LA d. M-1.5x4 7 M c7 O M-3x6 0 /- /- o /' :.. D l i -Ills1 4 O �IM-3x8 M-5x12 130.25" M-3x6 0.25"15 M-5x12 M-1�5x4 8 M18HS-7x14(S) ** M18HS 7x14(S) +841# 1384# yy /, /, ), 1, 1, /, 1, 071p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 13 1)1 JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0-10 a PRQ Scale: 0.1481 w�� GINE' s� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual 4 ,(it/� ��, Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper zL®� E r' 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designee / DES. BY: BS 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at .� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r 9 3.2x Impact bridging or lateral bracing required where shown++ -tilt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.. 9 OREGON �f.. 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, W TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. �» 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4.-46- 14' '' 1 2,°' '�^- � fabrication,handling,shipment and installation of components. necessary. �1,, Cr. 6.This design is furnished subject to the Nmltahons set forth 7.DesignPlates shall be assumes adequateododrainage isprovided., � ' � 111111111111111 TPI/WTCA in BCSI,copies of which will be furnished uponquest 8 nes coincide with jo located en err linesh .of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9, or basiits ccate size of connector plate te In nches. values see ESR-1311,ESR-1988 design (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 k1&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' O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3853 3-16=(-721) 416 WEBS: 2x4 KDOF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TO 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 2778 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 SHEATHED 10.11=( 0) 0 23-13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2843) 1300 21- 9= 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3077) 1361 9.22=1-710) 315 OVERHANGS: 10.0" 10.0' 13-14=1 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,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) ;COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2' Allowed = 1.954' MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606' 0-011-05 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX IL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111- 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 2;03-9 6-03-04 MAX HOIZ. TL DEFL = 0.188 @ 39'- 6.5" ' T T 2'-03-0 ' ''3-04-131 1 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' 1' 1 T Design conforms to main windforce-resisting 12 M-51x410 12 system and components and cladding criteria. /- 6.00 M-4x65 M-i1x8 M-31x4 1M-4x6 Q 6,00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All duration factor=l6, M-3x4 ?-3x4 Truss designed for wind loads o q + in the plane of the truss only. r. %M-4x4 3 M 3x8 c') o a Mo M3x8 _�� _- ...-14.44 0 rn C v 1 - ' 15 16 17 18 "a" y `+4 4 00 0 0 o M-5x8 M-3x4 M-3x8 m.06 2D 0.25' M 3x8 M 1235x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89M-5x6(S) - 2.75 12 12 3-09-11, , y-05-0$ 4-05-12 4-07-08 1708-0� 6-03.06 6-01-04 5-05-04 6-01-08 y y 0-170 2-05-08 11-11 ,2-00 23-07-08 0,-10 14-04-08 25-07-08 y y yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C ` op ��` (N sr� Scale: 0.1332ki WARNINGS: GENERAL NOTES,unless otherwise noted: C[J i •S' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CZ' 2 8/ E 1`r Truss• AH5C and Warnings before construction commences. building component.Applicability of design parameters and proper r,, ' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �m1r DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by WOW" po H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,:�' " ^"' it DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ le , 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON ^V SEQ. : 59927 99 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, pI- .#, ��'�4 `'�*. design loads be applied to any component. and are for"dry condition"of use. Q 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Designa assumes full bearing at all supports shown.Shim or wedge If 1s fabrication,handling,shipment end Installation of components. ry. nn 1 V Po 7.n ecegs assumes adequate drainage Is provided. E.PIRIO- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA In I,copies of 110111 VIII VIII VIII VIII VIII VIII 111111 MiTek USA,lnCJCofnpuT uS(Software 7.6.6(1 L)E request. 0.Forlines coincide with joint center Ines. 9. ts basicicate size coo ectorof late in inch . plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9.20=(•264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4625 1712 13-14=(-1329) 3653 3-14=(-721) 386 20.10=(•387) 302 3. 4=(-3338) 1292 14.15=(-1028) 2930 14- 4.) -14) 289 10.21=( 0) 242 LOADING 4- 5=(-2840) 1155 15.16=) -815) 2757 4.15=(-519) 342 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16.18=( -812) 2776 15. 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6.16=(-161) 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(•665) 253 10-11=(•3077 1172 21-11=( •970) 2638 7-19= -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=) 0) 216 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0' Connector pplate ref ix desi rotors: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C nnect8,CN18 (or nog AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = Milek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) :COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232' @ 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 19%AT TIME OF MANUFACTURE. fT Design conforms to main windforce-resisting 2-09 4-05-12 4-06-15 01-0 1I, 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-04 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 6.00 D M-4x6 M- x4 M-3x8 M-�x4 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /-- 5 7 g 4 6.00 load duration factor=1.6, i = Truss designed for wind loads in the plane of the truss only. M-3x4 0 • 4 M-3x4 + `O %M-4x4 •N a co N o M 3x8 �� ! co <-o 8, o 1 13 14 15 � -_ 8 8 M-5x8 M-3x4 M-3x8 1617 t8 0 21p 20 21 .��2 o M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ a 2.75 1.89"• 1 12 y2 712 y 2-09-12 y y r ), y , 2-05-01, 4-05-12 4-07-08 1708-02 6-03-06 6-01.04 5-05-04 6-01-08 y y 0-10 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-B NH - AH4CScale: 0.1499 N. 61,NROPesE. s, WARNINGS: GENERAL NOTES,unless otherwise noted: C9 //)! `T 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual ,(� .7 / 9T„, Truss: AH 4C and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibmty of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stabmty during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood where and/of drywall(BC). f":, ,,, J6°. 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 appAed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 3RE�QN it SEQ. : 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, / design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7.��} 9] 4 2o 1y fabrication,handling,shipment and Installation of components. necessary. 4z..p `- 6.This design is furnished subject to the limitations set forth 7.Designlatesassumes adequateaobothdrainage is provided. n y-� y, VV 11111!VIII VIII VIII VIII VIII VIII IIII IIII B.Plates shall be located on feces of truss,and placed so their center fl 1• TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus pUTrus Software 7.6.6(1 L)-E 10.9.Por basicits connectocate size r atete In inches. desl n values see ESR-1311,ESR-1988 w 8 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4= -186) 353 WEBS: 2x4 KDDF STAND 3. 4=(-3725) 1660 18.19=(-1439) 3656 4.18=) -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12'0C. 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- 8=(-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"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13.1 0) 0 22.11=( -80) 536 OVERHANGS: 10.0" 10.0' 13.14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50' 2.84 KDDF 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954" MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' f Tf f "( T f T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04' 0 8-05 2-01.12 5-04-05 '-03-03 3-10-08 T f f f T 1 f f f f f f f '( MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 T f f f NOT IEXCEEDU119%ATES ITIMEEOFOMANUFACNTENT TTURE. ES 12 M-5x6(S) 12 6.00 17- -3x4 M-3x4 12 Q 6.00 Design conforms componentslandlcladdingr criteria. M-5x6 =M-141x4 M-4x6 5 M-1 5x4 0"a5" 3 7 B g 1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3x4 MP (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), Nr 4 M-1.5x4 load duration factor=1"6, o \ _.' 4 Truss designed for wind loads �, M 1.5x43 in the plane of the truss only, 0 0 CO M 3x8 / � - (6M � s rn f-o oo i 18 ,0 21 .-. o 0 o M-5x10 M-3x8 M-6x10 21 0.2 '� M 3x8 M-3x8^1 0 M-3x4+ M-3x4+ M-4x12 - 2.75 1.89 - M-5x8(S) 12 12 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 yy y y 0-10 2-00 11-11 y2-00 24-01 y10 13-11 26-01 yy yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 spate: 0.,400 ��,�W) N �t 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 7116010 a,10 E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH3 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ° DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC), ,-""''! !- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4 tr S E Q. : 5 992801 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. I OREGON ti fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-carrosNe environment, 4. '4, Zfla, '�r& design loads be applied to any component. and are for"dry condition"of use. /� .41Y TRANS I D: 403334 5,CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if `✓ 14 necessary. rc-�ir"y� j, tabdcation,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. ` r-7 lit-`" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with JointaIn lines. 9.Digits indicateciesize oplate to Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1- 2=( 0) 42 150(-1267) 3488 15- 30( -161) 663 21-120(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 WOOF STAND 3- 3=(-4158) 1554 15-5-16=(-1096 3045 15. 4=( -173) 353 LOADING 3- 4=(-3725) 1463 16.17=(-1145) 3656 4-16=1 -192) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 8=(-1196) 451 TOTAL LOAD = 42.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=( -275) 907 7- 8=(-4282) 1556 20.21=(-1162 3686 7.17=( -85) 56 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow P 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 9) O.10=(-3994) 1421 19- 8=( -822) 337 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10.11=(-2515) 1026 19- 9=( -182) 104 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2863) 1085 9-20=S -310) 224 OVERHANGS: 10.0" 10.0" 12-13=(•2908) 1176 20.10=( -84) 536 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13-14=( 0) 42 11.21=(-1427) 518 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11.21=( -266) 918 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, = MiTek MT series BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA M16LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0' -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 asfl uplift at 24 "Pc 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" 7-11-11 24-00-10 DESIGN ASSUMES MOISTURE CONTENT DOES 7_jj_jj NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 f Design conforms to main windforce-resisting ?2-08-08 12-08-052-01-1/ system and components and cladding criteria. 12 M-3x4 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-5x6(S) 6,00 D M-5x65 M• x4 M-15x4 6 Oy�5") =M-4x4 M-4x6 Q 6.00 load duraHeition factEncoos;dfi Cat.2, Exp.B , MWFRS(Dir), y 10 1 Truss designed for wind loads T $>e li, in the O 0 plane of the truss only. M-1.5x4 v M 1.5x4 Aillill + �NC) /-- O� a irte15 M 5X10 16 .�: aoo 1s^ 21 18 O M-3x4+ M-3x8 M�6x0 0.25V M-3x8 M-3x8 0M-3x4+ t Bg v M-4x12 M-5x8(S) - 2.75 12 J‘ ), 12 y y y I I I y y2-00, 5-06-12 6-04-04 1 y00-12, 9-03-04 8-02-04 7-06-12 o-1yo 2-00 11-11 ,2-00 ,j y 24-01 0-10 J, y 13-11 26-01 y 0-10 40-00 y y o-lo JOB NAME : POLYGON PLAN 5-B NH - AH2 ekct) PRQQ>c Scale: 0.1550 ��`�� , Sri WARNINGS: GENERAL NOTES,unless otherwise noted: /,)N �, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper ® E { 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 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 f 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 desi ner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). 40 " 9 3. n+ 2x Impact bridging or lateral bracing required where show + 40 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. : 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, f1� OREGON k✓jj TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. S,� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ./©.A1.- 1 '20 T' fabrication,handling,shipment and installation of components. necessary. �1+i 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. � '�R�S ii 111111)VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. 8 linesecdndde with joint on center One9.Digits s. sof truss,and placed so their center Y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 0.For basic connectocate size rplatetdesi n ve in alues see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00.00 FROM END WALL 180 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 72, 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)+0L( 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"0C 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 TC CONC LL250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8.19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at �COND. 2: Design checked for net(-5 pall uplift at 24 "ox 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 rows) 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" 0 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' 0 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28-00-10load duration factor=l.6, T Truss designed for wind loads 2-09 3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5.06 2-10-15 3-00-12� in the plane of the truss only. f 320#J T f 320# 12 12 6.00 D M-4x10 M- x8 =M-4x4=M-4x4 7x4 0.�5" M 3x10 M 5x6Q M-7x8(S) 6.00 4 0 IP _ y -- -- '" M-1.5x4 %M 4x4 ' _ �i c, cm o o M 3x 10 `i se .•-+is v X14 15 16 17 �� Se 20 o /--.PI 1•001.1P1 M 4x10 =M-4x4 -M-10x10 18 0.251'9 M 4x10 M-3x8 0 0 o M 6x8 M18HS-7x14 M-3x4+ a 2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 - M-3x4+ ), f2-11-041, y 12 y y y ), y > 2.05-0@ 4-06-12 4-05 y2-00y 9-02-04 9-00-08 5-04-12 ,, y 0j /-1yp 2-05-08 11-11 2-00 23-07-08 g 1 0-10 40-00 0-10 Scale: 0.1548 ��ANG R �� JOB NAME : POLYGON PLAN 5-B NH - AH1 (/)f WARNINGS: GENERAL NOTES,unless otherwise noted: t't1 �L� E fit,• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual L®4 Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. cif 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). Y (� DATE: 7/1 1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pRE � � TRANS I D: 403334 4.No load should be applied to any component until after aI bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, 'Geo '1" 14 ° design loads be applied to any component. 5.CompuT us has no control over and assumes no responsibility for the and are for"dry condieon"of use. . <� 6.Design assumes full bearing at all supports shown.Shim or wedge If V necessary. ill' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage 1s provided. R 1t L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 VIII 11111 VIII VIII VIII IIII IIII swhich request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines10. coincide 0b of plate FFo iccotecorpledesign values see ESR-131 1,ESR-1988(MITeW EXPIRES:12/31/2015 IMO III1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' IEOND. 2: Design checked for net(-5 oaf) uplift at 24 "o s a . TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #i&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C Connector (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS, = MiTek MT series Wind: 140 m h, 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=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. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 f f 12 6.00[74 6.00 HM-4X4 /— 3 I I co O N M 2 c/ 4 co V' �o of- 1 O -/ , M-3x4 M-3x4 ..1- J' 0-1 0 9-06 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - Cl Scale: 0.6187 .,c',.,'4, ill e s, WARNINGS: GENERAL NOTES,unless otherwise noted: �^! 'T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,()///, •5 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper �� z y G®.� E i 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 stadpty 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 drywall(BC). Y 4. V tY 9 3.2x Impact bridging or lateral bracing where shown++ 10 �w. 4.No load should be applied to any component until after all bracing and 4.Design of truss is the onsiWlie of the respective contractor. ``y SEQ. : 5992804 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -y. q�OREGON `(, design loads be applied to any component. and are for"dry condition"of use. �^ ''7 y �I� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0© '41� + 20 �i fabrication,handling,shipment and installation of components. necessary. �f I �y 8.This design is furnished subject to the Irritations set forth7.Design assumes adequate drainage is provided. 4 R R i y. V I 11111 1101 101 11111 VIII VIII IP 1111 IIIIbyr 8.Plates shall be located on both faces of truss,and placed so their center r 7 ri Y TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.Digits sic 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 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7. 4=(-101) 446 WEBS: 2x4 KDDF STAND 3. 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4. 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.037" @ 13'- 5.8' Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026° @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 1 T . Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. 1' T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 M 4X6 Q 6.00 Truss designed for wind loads " in the plane of the truss only. 4 a M-1.5x4 M-1.5x4 T ., / L.(1) 0 u> c� C'') o CD __ PX ,Ail c:›4 /- o a 7 8 **g o O M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) 1' ), 1, y 7-00-03 6-05-11 7-00-03 y ; 1' 0-10 20-06 1.7 c.� DPRD�4' JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 ��•,� GIN ern 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 C' ®:(:5) 1`r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 51 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,",,r" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,a�Y� 2'o.c,end at 10'o.c.respectively unless braced throughout their length by , j -- DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d ll C. ° gIr ) m+a� ) .. DATE- 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 1 " SEQ. : 5992805 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y q�OREGON lk ,`1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ereto be used In a non-corrosive environment, 1.. 4,i. "4° \•...".1c". design loads be applied to any component. and erefor"dry condition"of use. © ).' 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Decesse assumes full beating at all supports shown.Shim or wedge If A S fabrication,handling,shipment and installation of components. ry. /�t�nry V p P 7.Design assumes adequate drainage is provided. 44'^ fl(�`" 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I,copies of ndde with joint center tines. 1111111111110111111111 MITTPI/WTCA in e USA,lnCJCompuTrus which Softwill ware 7.6.6)1 L)of request. 10.lines FFo basic coonnectordicate size of plate design values see ESR-1311,ESR-11388(MITek) EXPIRES:12/31/2015 I 11111IIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1.5=(-127) 422 3.5=(0) 214 # 2x6 KDDF 1&8T0 T1 SPACED 24.0" O.C. BC: 2x4 KDDF M1&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 IC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Buff 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 (005). 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,M2OHS,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, r( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.03 1-06 4-09 load duration factor=l.s, f T f Truss designed for wind loads in the plane of the truss only. 12 -7M-4x4+ 12 6.0017Q 6.00 M-4x6- u; 0 ul, co M-3x4+ 0 1 CD M-3x6(S) M-3x6 y M-1.5x44M-3x4 0 11-05-08 15-09y y 4-09 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 _t° PFtoFe tis i31Nf fy +12, WARNINGS: GENERAL NOTES,unless otherwise noted: f:I j -T .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 / 'S' 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 staNity during construction 2.Design assumes the top and bottom chords to be laterally braced at W the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. '','AM" ;AMMVP' 460.0P 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 59928064.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 fastenem 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 1,ORECiON•tv ,,,, TRANS I D: 403334design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q--�1'' } 2° h"-�.. fabrication,handling,shipment and installation of components. necessary. T.., 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided.A � I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYrCA In BCSI,copies of which will be furnished upon request. quest 8 nes coincide with joint center ates shall be located on hRnes9. s of truss,and placed so[hair center MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-Z e in Inches. 0.For basiits c connector plcate size of atetdesign values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 I 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5.(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #18 )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 <= 12'0C. 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" -96/ 594V -50/ 57H 5.50" 0.95 KDDF 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625 ** For hanger specs. - See approved plans Connector late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LLeL/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19N AT TIME OF MANUFACTURE. 6.00 HM-4x44 6.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. �1 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duratione fforowind6, Truss designed for wind loads in the plane of the truss only. co c%) 0 o; c') M � 0 V V o� 00 �. o o� 1 5 4 ** o M-3x4 M-1"5x4 M-3x4 y y 1, 5-10 5-10 J., y ). 0-10 11-08 Scale: 0.499s ��'9°1 NE S/ JOB NAME : POLYGON PLAN 5-B NH - E2 Jl (- WARNINGS: GENERAL NOTES,unless otherwise noted: DC7 ,[ / c II'''. C n 1.Builder and rection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4' `,' ®YY"L. Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responslbilty of the building designer. / ,/ �d 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,,,,.re 440)111111P" .' 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 o 7 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 599200! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 403334 '9 y �`+ design loads be applied to any component. and are for"dry condieon"of use. 1#'}, fl\ 'T' 6.Design assumes tug beating at all supports shown.Shim or wedge if ‘-;;:o 5.CompuTrus has no control over and assumes no responsibility for the necessary. 44 1,6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch be furnished upon IIIIII II II VIII VIII VIII VIII IIIIIIIIIIIIIM Te SUSA,lnc.ICompuTrus I/WTCA in BCSI,copies of whiSoft willrequest, 7.6.6(1 L)E 0.FForrnes. ibaisic cot nectorof late in inch . plate designlines coincide with joint center lvalues see ESR-1311,ESR-1988(Welt) 9. FXPI RES:12/3112015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"00. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE, BC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Design conforms to main d cladree-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 6,CN16 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M16HS,(or = MiTek MT series Wind: 140 mph, h=20,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 5-10 5-10 complete specifications. 12 '( 6.00 12 H M-4x4 4 6,00 'L 3 co (7 O M co 2 Ov 4 O ,,--,7 I M-3x4 M-3x4 ), y 0-10 11-08 y 1, a-10 JOB NAME : POLYGON PLAN 5-B NH - El cktO PR Ore Scale: 0.5949 `c�<(. IN �y�''' WARNINGS: GENERAL NOTES,unless otherwise noted: J '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 tt" / Tpuss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ® 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. , . DES. BY: BS 3.Additional temporary bracing to Insure stabitty 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 end/or drywell(eC). ,�, AO"' 3.2x Impact of truss g or lateral bredng where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Cr 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, -yam 41 OREGON ..lif , TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. �, �) 2VXts.` ,. 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} A fabrication,handling,shipment and installation of components. necessary. �1 p 6.This design is furnished subject to the imitations set forth 7.DesignPlates shall be assumes on drainage Iso truss,sed. R I � 111111111111111 TPI/WTCA in BM,copies of which will be furnished uponquest 6 ecoincide with joint center thpf faces of and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.F9. or ts basic connector ofcate size ate design values see ESR-1311,ESR-1988 M 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdIC LUMBEesign preR-Bpared from computer input by C 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBER SPECIFICATIONS IC: 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&BTR 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 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'• 0.0' -302/ 1384V 0/ OH 5.50' 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net1-5 psfl 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 MAX IC 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,C18,CN18 (or no prefix)) == CompmpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0 1.3 2 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19"s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � (Aflld dtson,fEancs=eld.6, Cat. 2, Exp.B, MWFRS(Dir), Tirnuthedepligf ewinls ly. M O 0 O C7 1 o� �� **JI o� M-5x16 M-3x10 y ), ), 5-08-04 0-03-12 1, 1- 6-00 Scale: 0.5462 `Cj 4 c3IN t/0 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD ,AA WARNINGS: GENERAL NOTES,unless otherwise noted: f"1/C? ��. [C- v9-- 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 4.a L. Truss: Fl -GIRD and Warnings before construction commences, buikang component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �yr�""' 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 0'o.c.respectNely 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 drywalt(BC). r 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 �c/ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 S E Q. : 59928095.Design assumes trusses are to be used In a non-corrosive environment, yy d fasteners to are complete toori at no time component. any loads greater than 9 !`/^ k ,14' 2,C3 4 design loads be applied any and are for"dry condition"of use. SJ <��i+. 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. E'R RIO fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the finitadons set forth by 8.Plates shall be located on both faces of truss,and placed so their center I ch l be lines coincide with joint center Ines. 111111 Mill 11111 VIII VIII 11111 IIII IIII MTekU ICA SA,lnc./CompuTruS in BCSI,copies of iSoft(ware 7.6.6( 1 L)-E request.upon 0.For bassicicoonnectoroplf atetdes design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(.54) 72 2-4=(-187) 169 BC: 2x8 KDOF N1&BTR WEBS: 2x4 KDDF STAND LOADING 2-3=1 -10 5 TC LATERAL SUPPORT <= 12.00. UON. LL = 25 PSF Ground Snow (Pg) . 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL ( 102 .2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0° V LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Single member as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50' 1.41 KDDF 625 Singles attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50' 1.35 KDDF ( 625) will have 1.5" max, nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Pon uplift at 24 "oc syacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089° @ 3'- 0.4" Allowed = 0.323' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,MIBHS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" -' .' MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 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, m All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co D v D co co m,D �- -- JI M-5x16 M-3x10 ** y 1, ), 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 ��t °FE. A� WARNINGS: GENERAL NOTES,unless otherwise noted: ! "Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual v�J.,GINE-to '� Truss: F2-GIRD and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top end bottom chords to be laterally braced at f Is the responsibility of the erector.Additional permanent bracing of 2'n.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 in ere s end/or drywall(BC). rw; ; P ty 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the onsidlie of the on-cortive contractor. `f, SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, d_OREGON `. TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. �Q .41)... 7 ' �i `y�� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge IfT fabrication,handling,shipment and Installation of components. necessary. ��}{,�, V- 7. yti- 8.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. `V/��j ry, � V I 10111 11 11 1111111111111111111 111111111 111 by 6.liPlates nes cehail be located on both faces of truss,and placed so their center FIR TPINJTCA in BCSI,capias of which will be furnished upon request. lines coindde with joint center lines. 9. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate In inches. 10.For rbasic ts iconnector cate size oplf ate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 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&BTA 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 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BCDL=6.0, ASCE 7.10, M,M2OHS,MI8HS,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 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 1OPSF 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. T 1' 1' 12 12 6.00 2 4 6.00 IM-4x4 3 I f,-, O O O N 4 CO CO -/o 0/— v V O o� I //////////////////////////////////////////////////////////////////// o 0 M-3x4 M-3x4 0-10 8-08-15 11 P R Op JOB NAME : POLYGON PLAN 5-6 NH - G1 Scale: 0.6079 �g�``'�� )►v,` v.."A� WARNINGS: GENERAL NOTES,unless otherwise noted: �l'4� a�/ 'v-v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual i Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards 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++ ♦ ��' SEQ. : 599281 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��{t��OREGON £. ' fasteners are complete and ens time should any loads greater than 5.Design assumes trusses areto be used in a noncorrosive environment, �1- '.y 1b' A. design loads be applied to any component. and ere for"dry condition"of use. ''��' 14 r� Lv TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Decesse assumes full bearing at all supports shown.Shim or wedge if ti fabrication,handling, ry - shipment and installation of components. 7.Design assumes adequate drainage is Provided. '111111...\-- 6. ��l-•`"- 6.This design is furnished subject to the Ilndtations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits indicate size ofplateto Inches. MiTek USA,IDC./CornpuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" TC: 2x4 KDDF M16BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4c(OF/Cq=1,00 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( g) 5'- 3.0" -58/ 140V 0/ OH 1,50' 0.22 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. IQQND. 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 = 0.005" @ -1'- 2.2' Allowed = 0.119° MAX TL CREEP DEFL = -0.005° @ -1'• 2.2° Allowed = 0,158" MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2' 4.00 3 _/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, LI, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 a cn o /" o� 1/ 2 4.><... -/ J' y y 1-02-04 !PROVIDE FULL BEARING:Jts:2,4,3] 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 X0 PRoe. Scale: 0.7536 taGiN• '0 WARNINGS: GENERAL NOTES,unless otherwise noted: ! * 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual tfil a T'uss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper i 2.2x4 compression web bracing must be installed where shown t. 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 overallst acture Is the responsibility of the building designee continuous sheathing such as plywood ing(TC)and/or drywall BC. . 4140100p, 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. lid SEQ. : 5992812 fasteners are complete and at no time should any Mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON t" A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. I- v 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if ,✓^ .411" �� 4�' fabrication,handling,shipment and installation of components. necessary. V,/ 14 �y 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. A'5: Sf 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincidlates shall ewith Joint on center both Loes9.Digits s of truss,and placed so their center LL MiTek USA,InC./ConlpuTfus Software 7.6.6(1 L)-E ate in Inches. 10.For basici onnectorcate size oplf ate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IGOND, 2: Design checked for net)-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g16BTR 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)+IL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, C,CN,C18,CN18 (or no 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, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 -/ it,0 0 ,...iiiiill N 2 .., .._,_ co c. _� M-3x4 y y y 1-02-04 5-03 scale: 0,7728 `c ' GNB' r JOB NAME : POLYGON PLAN 5-B NH - G2 {1 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 f CCC E Truss: G2and 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 stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at *, po ty 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 drywaa(BC). -^"" ` ^' (� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bredng required where shown++ OREGON 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, 1 h'� TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. Q�txi 6.Design assumes full bearing at all supports shown.Shim or wedge If © }' 14, 2 5.CompuTrus has no control over and assumes no responsibility for the necessary. Meq i�L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ines IIIIII 11111 1111 11111 11111 11111 VIII IIII IIII Mire SA.lncI/WTCA In 6I,copies of which will be/CompuT un Software 7 6 6(1 L)E request. 9. de with joint center lines. IFor DA basic cot ectoroplate 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 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOADDURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2.4=(•233) 166 BC: 2x4 WOOF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci y.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" MAX HORIZ. LL DEFL = 0.000' @ 6'- 7.7' 6-07-12 0-05-12 T MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT 00ES 4.00G- 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), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads if in the plane of the truss only. ill.......w ..._._._.__.____ _ U) w 0 N r- oj_ Nr .1rit o o� 1MM M2-04 M-3x4 M-1.5x4 y ), y 6-07-12 0-05-12 y y 7.01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 �._03PR0EE "co GIN df 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 w «�� 1- Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 1�A E Cr 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.Design assumes the top and bottom chords to be laterally braced at r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where and/or drywall(BC). .r p ty g 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 5992814 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, y4 OREGON to TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. '7 �� 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)'" 14 2° fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Nmitations set forth 7.Design assumes adequate drainage is provided. /11E, � ` � 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide with jotes shall be int ceon ntetr lines. of truss,and placed so their center MiTek USA,If1C./COrn UTrus Software 7.6.6(1 L)-E ate In inches. 10.For 9. rbasits c connector plcate size of ate a design values see ESR-1311,ESR-1988(Welt) 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 saacing.I TC: 2x4 KODF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. 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 C,CN,C18,CN18 (or no 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 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 0 O . 111111111 in N 1 O� Of" %///////////////////////////////////% 3 M-3x4 y y 5-01-08 co PRope JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 c'IIIIIIIc. a 8,- 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 �- ° li,$ E 21`r Truss: G5 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 responsibity of the building designer. 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry 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 drywatl(SC). / " Y� 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 44 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. : 5 992 815 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L `7 Y 0,3N `,'�. design loads be applied to any component and ere for"dry condleon"of use. '�© 14 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. L q `� fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. +: 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center will be upon urnished ines coincide with joint center lines. 111111111 VIII VIII VIII VIII VIII III Mire USA,Inc./CompuTrus ISoftwaret 7.6.6(1 L)-Z request. ate in Inches. 9. IFor DIS basts ic connector plicate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" 1 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 1-2=( 0) 50 2.8=(0) 0 2.3=(-366) 181 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4c(•259) 116 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-189) 85 DL ON BOTTOM CHORD = 10.0 PSF 5-6=(-105) 55 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 6-7=( -42) 19 Connector plate prefix designators: LL = 25 PSFGround Snow (Pg) BEARING MAX VERT MAX BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TION M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 9.2" 20/ 377V 70/ 34 OH 5.50" 0.60KDDF ( 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" -134/ 272V 0/ OH 1.50" 0.30 KDDF 625) 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF f 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KODF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) [COND. 2: Design checked for net1-5 nsf) uplift at 24 "ox scacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 ( MAX LL DEFL = 0.002' @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031' @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 10%AT TIME OF MANUFACTURE. 12 5 6.00 Design conforms to main windforce-resisting ;i system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads M-3X6(S) :' 2 in the plane of the truss only. 0 o 3 co O v� 1 � o B a M-3x4 ), ), y ,i- 0-10 6-00 13-10-15 !PROVIDE FULL BFARING;Jts:2,8,3.4.5,6.7J JOB NAME : POLYGON PLAN 5-B NH - J10 .„.0)Scale: 0.2814 `°a, N r ,,,,, ��Sd, WARNINGS: GENERAL NOTES,unless otherwise noted: i, rIr ,.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 2 p Iruss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper �w a� I)) 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 DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C). ,�, eAlow g 3.2x Impact bridging or lateral bracing yofhe where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility the respective contractor. SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, OREGON !(j TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of use. 'Af� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © )'' i �d fabrication,handang,shipment and installation of components. necessary. A i,,-1- fabrication, 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 404F111)6, 1' 1101 MIN VIII VIII VIII VIII III!!III TPINJrCA in BCSI,copies of which will be furnished upon request. quest 8 Ines coincide with joint on center Goesg of truss,end placed so their center MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.Digits9. rrbasicicate size of connector platete in inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 1E1111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.C. 2.3=(-327) 162 3.4=(-220) 97 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50° 0.56 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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) [COND. 2: Design checked for net(-5 asf) uplift at 24 "oc soacingi.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 10-01-157-09-12 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" MAX HOAIZ. LL DEFL = -0.005' @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 Design conforms to main windforce-resisting 12 /// 1 system and components and cladding criteria, 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dtr), load duration factor=1,6, q Truss designed for wind loads v in the plane of the truss only. M-3x6(S) o rn Q,1* 3 M O 17-_" O M-3x4 ), ), y y 0-10 6-00 11-11-11 !PROVIDE FULL BEARING:Jts:2.7.3,4.5,61 13• JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: Q.3D77 �5�� GNB sAb %, 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 'C''' •t E r,. 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 t. incorporation of component Is the responsibility of the building designer. 3.Addition!tem rary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally at 4141101Ppo DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,„...,,tar. fit DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*-i- 4. yr OREGON .y 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. : 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, L v�� '4 `, design loads be applied to any component. and are for"dry condition"of use. Q 14. <�P 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 necassa EF1 A'L\„ fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the Pmtations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII ILII lIII lIIIMTe I/INTCA SA nImC6lCompuTrus I,copies of !Soch ftware 7.6.6(1L)-Ell .6.6(1 L En request. 9.Digitsc incate size ectorplof ate design 10.For bivalues see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 1E11111111 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 k18BTR LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF 416BTA 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,CI8,CN18 (or no prefix) = CompuTrus, Inc ( g) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5' 9.2" 0/ 67V 0/ OH 5.50" 0. KDDF ( 625) 5'- 111.2' -162/ 343V 0/ OH 1.50" 4 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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'- 11.2" - 232V 0/ OH 1.50" 0.05 KDDF 625 15'- 11.7" -115/5/ 32V 0/ OH 1.50" 0.05 KDDF � 625j !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--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" !I 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. 6.00 12 Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o`r in the plane of the truss only. co 3 I) M Cr cr 1 IM -/ O M-3x4 70 ' ) y ), y 0-10 6-00 9-11-11 19tONIP111yH11111:10:1:11I4Pitift/ [tl[4IVI JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0 3315 Rio PR°Pts c`� GINS sr WARNINGS: GENERAL NOTES,unless otherwise noted: ,'I.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 'qTruss: J8 and Warnings before construction commences, building component.Applicability of design parameters and proper - rY l 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designee / DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ir•"`+ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'hire,respectively unless braced throughout their length by J°' DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere shown and/or d ywall C. ; , � w P° ty 9 3.2x Impact bridging or lateral bracing where shown+. SC/1 c 4.No load should be apped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor -L i OREGON E Q. : 599281 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "J 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 © 1 fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes locatadeqed on otc drainage isotrus,provided. ��r,y I � 111111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. quest 8 nes coincide with joint center lines. of truss,and placed so their center �` 1l MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For basi9.Digits ciconnector cate size oplatetdesi e in nn values see ESR-1311,ESR-1988 p 9 (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 M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF 11188TR 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LBEARINGS MAXCVIRTS REACTIONSHORZSIZE RE UI. BRG(SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING 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. ICOND. 2: Design checked for net(-5 ssf) 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 -i MAX TC PANEL TL DEFL = -0.052° @ 2'- 11.9" Allowed = 0.596" (l MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 4 system and components and cladding criteria. ) Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, x (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 3 N. co o 0 1 � 6.=. o M-3x4 y > ), y 0-10 6-00 7-11-11 ]PROVIDE FULL BFARING:Jts:2.6,3,4.51 P Ft Ore JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0,3795 ti�'�vGN `�/0 Ca WARNINGS: GENERAL NOTES,unless otherwise noted: 44 .7 ":46411, - .7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �' E Truss: J7 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. / 3.Additional tempore bracing to insure stebiB Burin construction 2.Design assumes the top and bottom chords to be laterally braced at temporary n9 N 9 the erector.Add DES. BY: BS Is the responsibility 2'o.c,and et 10'o.c.respectively unless braced throughout their length by Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (r DATE" 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ REG ` 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. : 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, fir, -!q O'. -y design loads be applied to any component. and are for"dry condition"of use. ,. P 6.Design assumes lull 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. ME'}-R11:1411-1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TBCSI,copies of which will request. MiTek USA,lnc/CompuTrus Software 7.6.6(1L)E lines sindde with joint center Ines. 0cconecoatDigits ntorpltedesign values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EIIIIIiThis 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 IC: 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" O.C. 2.3=(-208 105 IC LATERAL SUPPORT <= 12°0C. UON. LOADING 3-4=(-102) 46 BC LATERAL SUPPORT <= 12"0C. 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 BOG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (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) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 625) 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. 'COND. 2: Design checked for net(-5 us. 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 TO PANEL LL DEFL = -0.030" @ 2'- 11.9° Allowed = 0.397" MAX IC PANEL TL DEFL = -0.050' @ 2'- 11.9" Allowed = 0.596" ° MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design 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=1.6, 3 'm. Truss designed for wind loads o in the plane of the truss only. 0 (is. M O/-- Nr o/___ 100.1 IIIIIIIIII°ll°°°.IIIII°ll°111 -/ o 6, M-3x4 y ), y 1, 0-10 6-00 5-11-11 'PROVIDE FULL BEARIN_;Jts:2.6.3,445I JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 ��, <,' N�°'�1Fy6',�/ WARNINGS: GENERAL NOTES,unless otherwise noted: rh T - 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 fw 7 92 ! " Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper r 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.Des gn assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. '''' 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �� 4r,,OREGON ,AZ 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, r✓ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14} 2 �4 fabrication,handling,shipment and installation of components, necessary. .�1('' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is rovided. •v/✓r"p ( � 11111111111111111111111111111111111111111 TPI/WrCA in BCS',copies of which will be furnished upon request, 8 inesecoincide with jois shall be nt caon ne Goesg of truss,and placed so their center rr7l 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-170) 99 3.4=( -76) 34 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG 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,M20HS,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 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" -,r MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9' Allowed = 0.596" �' MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9' 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 I7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mphh=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, we Truss designed for wind loads A o in the plane of the truss only. U, co o/- v o/- 1 5 p� -v 0 M-3x4 y ) y J, 0-10 6-00 3-11-11 (PROVIDE FULL BEARING Jts:2.L 3.41 JOB NAME : POLYGON PLAN 5-B NH - J5 sale: Q.4887 ��10G N RS's WARNINGS: GENERAL NOTES,unless otherwise noted: 4! I p+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for en Individual 'Cr .X2.4 E c J5 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 5 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'a.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(f'C)end/or drywal C). .,, '+! ' ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ X. !�" SEQ. : 5992821 4.No load should be appied to any component unHl after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A_OREGON <l/ 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' '1 N TA design loads be applied to any component. and ere for"dry full b or"of use. '© '`1 Y 14 0 T' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes umes full bearing at all supports shown.Shim or wedge if C�j�t�0*y11 {� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. E+1 fl 11•-`'- 4+ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII(III(III TPIM/rCA In BCSI,copies of which will be furnished upon request. git coincide withizjointaIn lines. 9.Digitssoncide size oplate to Inness. MiTek USA,Ir C./CompUTfus 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 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF M186TR SPACED 24.0" O.C. 2-3=(-126) 92 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( •64) 25 BC LATERAL SUPPORT <= 12'OC. 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: 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) M,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 IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'•-10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' 12 MAX 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" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" '' MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. �)0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, NI- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. M O,,,_ 4 AN ci)o� 1 -1 5�� M-3x4 y y ; y 0-10 6-00 'PROVIDE FULL BEARING:Jts:2,5,3,41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��° PR(?� \� GIN~ 41 `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "i' Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �� f 1' 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. R �/+r DES. BY: BS 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +i! is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required where and/or drywall(BC). I°nn ` W tY 9 3.2x Impact bridging or lateral bracing where shown++ /� 4.No load should be appied to any component unlit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •7 OREGON to S E 0It any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 403334design loads be applied to any component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge if 1O 41' 14 V '^ fabrication,handling,shipment and installation of components. necessary. ,�J f��}.. a.This design is furnished subject to the limitations set forth PlatesPshall assumes adequate one dthifac e I of truss,sa '/'/ F4111,.\-- 7. V. I IIII(VIII VIII VIII VIII VIII VIII III(III TPI/WfCA in BCSI,copies of which will be furnished uponrequest. 8 noscoincide joint center Ginasg of end placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits (basic ccoonnecosize rple a ate in gches. values see ESR-1311,ESR-1988 P design (MiTek) EXPIRES:12/31/2015 I 1 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 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 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spading.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2' Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T "( MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 th Co oy_ v irg#11 -/ o/- 1 4►� c M-3x4 1 y J' 0-10 (PROVIDE FULL BEARING:Jts:2.4.31 6-00 3 P Ft ope Scale: 0.5843 �j '.0G NE s� JOB NAME : POLYGON PLAN 5-B NH - J3 t WARNINGS: GENERAL NOTES,unless otherwise noted: 45.31 41'..0 0 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual . /Ni a Y'G Truss: J3 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 responsiMfty 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 atAte,,e0--- po ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length byi/° 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 I-+ OREGON rC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "p 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, 4.. `s � TRANS I D: 403334 O -"l design loads be applied to any component. and are for"dry condition"of use. Q 14 r t 6.Design assumes full bearing at all supports shown.Shim or wedge If �t 47, 5.CompuTrus has no control over and assumes no responsibility y for the necessa 44:e A l.-"- ; fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111131111111111 Jwhich upon request M Ta SA,InCConpuTf Software furnished6.6L)E lines aFor DI aof abindicate ic cotectorplte design values see ESR-1311,ESR-1988(MITek) XPIRES:12/31/2015 1111 1111 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-63) 49 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" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50° 0.18 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 9sf) uplift at 24 "so 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" 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.078' T T MAX TO 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. 4 '' 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=l.6, Truss designed for wind loads o in the plane of the truss only. N o" Of O� 1 � X14 -/ M-3x4 y y y 0-10 'PROVIDE FULL BEAAING;Jts:2,3,4) 6-00 JOB NAME : POLYGON PLANWARNING5-B NH - J2 GENERAL NOTES Scale: 0,6394 `2(0� x�N ROF S.O. 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 a E Truss: J2 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 responsibilly of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r- 40001111"4-'7" irromow DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC. � Po tY 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appped to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON 1'� SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / , +✓ design loads be applied to any component. and are for"dry condition"of use. �. �1✓ d� 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 2 fabrication,handling,shipment and installation of components. necessary. �u1 '.2 6.This design is furnished subject to the limitations set forth8.Design assumes adequateatedon oc drainage is provided.and '✓/ )�� V I VIII'VIII 11111 VIII VIII VIII 11111 111111 byt 8.Plates shall be located both faces of truss, placed so their center TPIANTCA in BCS',copies of which will be furnished upon request, lines coincide with Joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 10 For Digits Insiciconnectorate size of plate design values see ESR-131 1,ESR-1988(MITeir) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFIOq=1.00 TC: 2x4 KDDF #18BTA LOAD DURATION INCREASE = 1.15 1-2=-2=( ) 42 2-4=(0) 0 2 BC: 2x4 KDDF A18BTR SPACED 24.0" 0.C. 2-3=(-35) 40 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" f ,( MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250° 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 v in the plane of the truss only. o +- (+)/- 111 of- 1 2 ��4 -/ M-3x4 1, I I 0-10 (PROVIDE FULL BEARING Jts'2.3.4I 6-00 PRe JOB NAME : POLYGON PLAN 5-B NH - J1Scale: 0.7144 SCD'. G,IINE si WARNINGS: GENERAL NOTES,unless otherwise noted: 44 / 4"? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !f 2 0.A. r and Warnings before construction commences. building component.Applicability of design parameters and proper y Truss: J 1 Incorporation of component Is the responsibility of the building designer. ,s /d 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction p'a.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 drywali(8C). DATE: 7/11/2014 G/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 ��' SEQ. : 099225 4.No load should be applied to any component until after all bradng and 4.Instanalon of truss Is the responsibility of the respective contractor. A_OREGON L(/ 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 '1 ..t"�+'_ design loads be applied to any component. and are for"dry condition"of use. ©' 'T)'" 1 4} TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Decdessa ssumes full bearing at all supports shown.Shim or wedge If q 11"' fabrication,handling,shipment and Installation of components. ry' - /�tf A S•+ p Po 7.Design assumes adequate drainage is provided. �'""ri.n��'- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n e with joint center Ines. IIIIII II II VIII VIII VIII VIII VIII(III(IIIMTiTpeU (1 )-SA,IncJCornpuTr s I,copies of iSoftW och will be f 7.6.6Lrequest. lines nsize oasnectorplte 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 IC: 2x4 KDDF #1&BTR CATION TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 418BTR 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 3-TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 105 3-67 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 HORZ BRG REQUIRED BRG AREA Connector plate prefix designators:CLL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conner 8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" H 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" /- MAX HORIZ. LL DEFL = -0.007' @ 5'- 2.3" / MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.0017system 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), a0 load duration factor=l.6, 0 o Truss designed for wind loads o in the plane of the truss only. m M-4x6 otam M M-3x4 �M`� co 0 o o .I 1 M-3x4 9 - o O cV 8 cm M-3x4 M-1.5x4 N y y J, 1, 2-03.12 2-10-08 0-09-12 1, /, ), y 0 10y 2-05-08 y 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2,9,4,5.61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0,3025 ��''t' R0�y`psi,,g� WARNINGS: GENERAL NOTES,unless otherwise noted: $? 'T '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 "r Truss: J7C and Warnings before construction commences. building component.Appficability of design parameters and proper 4 '�� (" 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 responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C, g 3.2x Impact bridging or lateral bracing where shown++ -191 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 SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 3G �OREGON t" A. 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 <04: 14 2.� fabrication,handling,shipment and installation of components. P11necessary. ,,. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ) I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 9.Plates shall be located on both faces of truss,and placed so their center TPINYiCA in BCSI,copies of which will be furnished upon request. linea coincide with joint center Ines. 9. ts MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E late in inches. 10.For 1basiindicate connector 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. 2- 3=(-245 43 7- 9=(-165) 278 7- 3= 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3. 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625 = CompuTrus, 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing,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" j j-j j-j j MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200" 1' f 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 ;, Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=22.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 a Truss designed for wind loads o T in the plane of the truss only. M-4x6 �0= M-3x4 00 o 88 -V o ��8 M-3x4 M-1.5x4 o 0 M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 ; 1 1 1 0-101 2-05-08 1 9-06-03 1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9.4.5I OFe JOB NAME : POLYGON PLAN 5-B NH - J6C Scale; Q.3429 ��GP s, WARNINGS: GENERAL NOTES,unless otherwise noted: fZ i c 1'f9 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 '9 2 s s r r T r u s s: J6C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,f ,o.»."°' 3.Additional temporary bracing to insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry 9 9 2'o.c.end at 10'o.c.respectively unless braced throughout their le th by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). 1 '! ° fr 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 4t SEQ. : 5992827 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,E. � 2 "la m design loads be applied to any component. and are for"dry condition"bearing of use. fQ qY 1 6.Design assumes full bearing et all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ilf .t�17 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A it-k- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center lines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTPe USA,Inc.I/WTCA in /CompuTf SI,copies of 'Softwmrech will be f+7.6.6(1 Eurnished upon equest O coincide center Digits oat For basic connector 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 TC: 2x4 KDDF C#1&BTR ATION TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF M1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=( -69) 178 7-6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(•245) 43 6.8=(-114) 278 6-3=( 0) 49 3-4=(-153) 71 3.8=(-289) 118 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4.5=( -70) 32 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+pL( 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 ERG 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 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625i M,M20HS,M18HS,)or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc s acin j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 11 g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = -0.007° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3° T MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" -/ DESIGN ASSUMES MOISTURE CONTENT DOES 12 6 NOT EXCEED 194s AT TIME OF MANUFACTURE. 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. 4 M-4x6 rCO oagoll ,o • 8 � ' --,- 4- � ml M-3x4 M-1.5x4 o M-3x4 M-3x4 y ) ), 2-03-12 2-10-08 0-09-12 y ), y ), 0-10), 2-05-08 71)6-03 y 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,5j JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0,3783 Ca`��t ^'R Ore sr WARNINGS: GENERAL NOTES,unless otherwise noted: CJ' /Pj 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 •� Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters end proper � G®.� E r" 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsre ly of the building designer. DES. BY BS 3.Additional temporary bracing to insure stability during Construction 2.Design assumes the top end bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. ,,,,,,e, ; 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,`. SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, I OREGON b, A TRANS I D: 403334 design loads be appiled to any component. and are far"dry condition"of use. �l'64;111:11,124�f 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2� `�- fabdcetion,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ;1 R I l-l" 111111111111011111111 8.Plates shall be withjoin on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide joint center tines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 0.9.Dor basiits c connectocate size r plf ate design vlate in alues 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 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 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-297 65 6.8=(-138) 358 6.3= 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153; 82 3.8=(-372 ) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12'OC. 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 MIN. (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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR DOPSF 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 6.00'7' NOT EXCEED 19's 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, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed far wind loads o % in the plane of the truss only. � M-4x6 c' r_,M-3x4co 8 r►z. -/c -/ o - ME 6 cr M2� M-3x4 M-1.5x4 o 0 7 0 0 M-3x4 1, 1, ; ) 2-03-12 2-10-08 0-09-12 7 ), 7 1, 0-10, 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4I t,0 PFtope. JOB NAME : POLYGON PLAN 5-B NH - J4C sale: Q.4266 ��, „ N sr 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 I` 02...,* E c" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 4 C incorporation of component is the responsibikty of the building designer. 2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,�rY 3.Additional temporary bracing to insure slablty during construction 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 drywan(BC). "r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M t{`+"~ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON I/J 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, FL '19 \hs yA design loads be applied to any component. and are for"drycondition"of use. i6 4'1' 14, 2� `--k- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.�ecesse assumes full bearing at all supports shown.Shim or wedge If {� fabrication,handling,shipment and installation of components. ry. CR�j t1ryy yy V p P 7.Design assumes adequate drainage is provided. �-*rl f-1�L`" 6.This design Is furnished subject to the initations 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'III'IIITPA in BCSI,copies of which will be furnished upon request. 9 'Digits Indcde ate sizejoint plate In tines.. 10. MiTekek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 I 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 g18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF p18BTR SPACED 24.0" O.C. 2.3=(-297) 85 5.7=(-218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC" UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) M,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 net1-5 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 = 0.012" @ 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 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D 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=l.6, Truss designed for wind loads in the plane of the truss only. co 0 V M-4x6 0 0 8 N M-3x4 _ f1111l_____ B11111111111111111110111111 cc.o� - 7 �� -/Cr c� ri o m M-3x4 M-1.5x4 o 6 0 M-3x4 ), 1, J. )- 2-03-12 2-10-08 0-09-12 J. J" y y 0-10 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING:Jts:2,7.4I JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 N. T C ' GIN �F`ro WARNINGS: GENERAL NOTES,unless otherwise noted: 1f !`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 tt' e,(}, * E O •37 Truss: J3C and Warnings before construction commences, building component.Applicability of design parameters and proper 7LLL 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,•! DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,,..."Wilk, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 59928304.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 to fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, I, ! t• s. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 1 5.CompuTrus has no control cove,and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if © ,�r,- 1 ,� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided.necessary. ,1✓,,u R A n ` � V yy II 1111 VIII III I Mill IIII IIII IIII 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center �T 1l TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E e in Inches. 0.FForr basica onne9.Digits icate ictorplte ze of atdesign 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" 0.0. 2-3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3.7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 10.0" 0.0" 0'- 0.0' -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,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. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "pc 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" @ O'--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" MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3° 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=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 Truss designed for wind loads A CO o in the plane of the truss only" a o ao r N M-3x4g� ��nm M-3x4 o M-1.5x4 of 2111#=111 6 0 M-3x4 O y y b y 2-03-12 2-10-08 0-09-12 y ), )' y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,71 fit;) PRO4- JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 `�� /Iry r, WARNINGS: GENERAL NOTES,unless otherwise noted: f 1 " J2C 1.Builder and erection contractor should be advised of 0General Notes 1.This design is based only upon the parameters shown and is for an individual (� A Truss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. -,,r' , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 drywalC). ' DATE: 7/11/2014 5992831 /1 1/201 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i � ' SEQ. : 5992H3 I 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' rr_OREGON £4 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, V design loads be applied to any component. and are for"dry condition"of use. /6.. �,'' 14, <y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8,Design assumes fun bearing at all supports shown.Shim or wedge If V� fabrication,handling,shipment and Installation of components. ry. ' R t P Po 7.Design assumes adequate drainage is provided. �r-111\"- 8.This design is furnished subject to the hnrtaticns set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII Ill VIII VIII VIII VIII 11 IIII IIII TPINVlCA in SCSI,copies of which will be furnished upon request. git cindicae with joint anr Ines. 9.Digits indicate size of plate In Inches, MiTek USA,InC./CprnpuTru3 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 / 1E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 (Pg) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -44/ 94V 0/ OH 1.50" 0.15 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 oaf) 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" @ O'--10.0" Allowed = 0. " MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111111° MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9° DESIGN ASSUMES MOISTURE CONTENT DOES ' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CM Truss designed for wind loads in the plane of the truss only. 0.)/- c-., 'V 111 O 8/- 1 2 4' -, M-3x4 0-10 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4.31 JOB NAME : POLYGON PLAN 5-6 NH - ASJ2 Gale: 0.8541 \ c," WARNINGS: vt N p. WARNINGS: GENERAL NOTES,unless otherwise noted: "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 Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper "��®,� 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. 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;y DATE: 7/11/2014 the overall structure is the responsibilityof the bo'din designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. 9 9 3.2x impact bridging or lateral bracing where shown++ /1 4.No load should be applied to any component until after all and 4.Installation of truss Is the responsibility of the respective contractor.S E Qcorrosive environment, OREGON .Cr 5. .. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ` CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © t2d 1�i-. fabrication,handling,shipment and installation of components. necessary. V T 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. 4E, tiv. S I VIII'VIII VIII VIII VIII VIII VIII'III III) TPI/WTCA in BCS',copies of which will be furnished upon request. 8.Platesnecoincide with joint on center tGoes$of truss,end placed so their center !� 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate In inches. 10.F9. or abasts ic connector pladicate size of atte 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 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net1-5 Psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° 1-11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXMBC PANELAllowed = 0.111' 11 TL ELL DEFL = 0.001° @ O' ---10 . " Allowed = 0.050" 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), 3 -_,,, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 T c, co O/- o/- 1 �� 4N� M-3x4 1. )' ), 0-10 2-00 [PROVIDE FULL BEARING' t 4 1 op P Ft Ore JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 ti�<r.. G N `fir 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 Cr ' 2 a a E 1.-- Truss: ASJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporetlon of component is the responsibility of the building designer. s,,- 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 Po ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1/° is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). . y°"' ,' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a 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. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 0�h design loads be applied to any component. and are for"dry condition"of use. ��©��}' 14.., -'1^ 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and ssunres no responsibility for the necessary. R A it-L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the(irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be urnished n lines coincide viith joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,Inc./CompuTrusI/WTCA In BCSI,copies of 'Softwaref 7.6.6(1 of request. es. 10 ForDbainsic connector size of plate desiglate In n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015