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Home My WebLink About05060068-Truss InfoRe: Stein Res Stein Residence MiTek Industries, Inc. 14515 North Outer Forty Ddve Suite 300 Chesterlield, MO 63017-5746 Telephone 314/434-1200 Fax 3141434-5343 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Butz Components~ Pages or sheets covered by this seah 18358147 thru 18358149 My license renewal date for the state of Indiana is July 31, 2006. .:,o ',.. STATEOF [ ~ ~ May 23.2005 The seal on these drawings indicate acceptance of profess onal engineering responsibility solely for the truss components shown. The suitability and use of this component for at~, pa)ticular building s the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. D Zx4 MIl20 E c~ ~, LOADING psO SPACING 2-0`0 TCLL 20.0 Plates Increase 1.15 Roof Snow=20.0) TCDL 10.0 Lumper increase 115 Reo Stress Incr YES BCLL C 0 Code RC2000/ANSI95 BCDL 100 LUMBER TOP CHORD 2 X4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2 X 4 SYP No.3 WEDGE _eft: 2 X 4 SYP No,3, Right: 2 X 4 SYP No.3 CSI DEFL in loc) I/deft L/d TC 0.47 Veft(LL~ -02~ H-J >999 360 BC 0.62 Verh'TL~ -0.43 H-J >661 240 PLATES GRIP Weight: 100 lb BRACING TOP CHORD installation I Stabilizer(s) at 9-4-8 (max) oc. BOT CHORD rnstatlauon I Stabilizer(s) at 15-0-0 (maxi oc. REACTIONS (lb/size) B=1037/0-3-8. F=1037/0-3-8 Max HorzB=-17011~ad case 5) Max UpliftB=-75(load case 7), F=-75(Ioed case 81 Max GravB=1198(~oed case 21. F=t 1980oad case 3) FORCES (Ih) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/43, B-C=-1590/48 C-D=H337/92. D-E=-1335/93 E-F=-1588/50. F-G=0/43 BOT CHORD B-J=-57/1238. I-J=0/791, H-1=0/791. F-H=0/1237 WEBS C-J=~430/158 D-J=-41/640, D-H=-45/635 E-H=-431/158 NOTES 1) Wind: ASCE 7-90; 90mph; h=30ft; TCDL=6,0psf; BCDL=6.0psf; Catago~y fi; EXp B; enclosed: MWFRS gabte end zone: =ant~lever left and right exposed; end ve~ticat left and dght exposed; Lumber DOL=1.33 plate gdp DOL=1.33, 2) TCLL: ASCE 7-98:Fl=20,0 psf (fiat roof snow); Exp B; Fully Exp, 3 Unbalanced snow Ioa6s have Dean con~aemo for this design, 4) This truss has been designed for greater of rain roof live oad of 17,0 psf or 1,50 t mas fiat mol oad of 20,0 osf on ovemangs 6 Provide mechanicat oonnecfioN (by others of truss to beadng plate capable of v~ithstanding 75 lb uplift at joint B and 75 lb uplift at joint F. 7~ For bracing spechied, use M~ek Stabilizer(tm) Truss Bracing System (m* Equ v~en . attached ~er The Stabilizer Truss Bracing System LOAD CASE{S) Standard May23,2005J STEIN RES AGE :INK 7.00 12 ..... Q~y Ply Stein Residence 2 Sca~e = 1 513 H LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SYP No.3 WEDGE LeE: 2 X 4 SYP No,3, Right; 2 X 4 SYP No. 3 Horz(TL) 0.00 \ n/a n a BRACING TOP CHORD Installat~or I Stabilizer(s) at O-4-8 (me;<) oc. GRIP 197/144 P=-24(Ioad case 8) Max GravB=258(Ioad case 2, N=258 Ioa~ case 3), U=141([oad case t), W--22~i(Ioad case 2), x=213(Ioad case 2), Y=211 (load case 2), Z=222(Ioad case 2), AA=178(load case 2), T=221 (load case 3), S=213( oad case 3~ FORCES ~b~- Maximum Compression/Maximum Tension right exposed; end verfica left and dght exposed Lumber DOL=1.33 plate gdp DOL=t .33. 3) TCLL: ASCE 7~98; Pf=20.0 psf (fiat roof snow); Exp B; Fully Exp ~r~lB~t~ at 2-o-9 oc. May 23,2095 Job T .... Truss Type iQty Ply Stein Residence 183581481 ~2 STEIN RES AGE FiNK Jpb Reference ButzComl30nents~lnc,me~anapo~ls IN 6200sADr282005MiTeklndustries lr~ TnuMayt917:08:502005 paga2 NOTES 10 Provide mechanicat connection Dy o[ners) of truss to beanng plate capable of witnstanalng 41 lb uplift at joint B, 18 lb uplift at joint N, 30 lb up~ift at joint W, 37 lb uplift at joint 33 b uplift at joint Y 40 lb uplift at joint Z, 29 lb uplift at oint AA, 27 ~b up~ift at joint T, 38 lb uplift at joint S, 33 ~b uplift at joint R, 40 lb upset at joint Q and 24 ~b uplift at joint P. 11) For bra~ng speck§ed, use MiTek Stabifizer ftm) Truss Bracing System (or Equivalent) attached per The S~abilizer Truss Bradn§ System InatoilatioP Guide, Cross bra(; ng required at each end aha at tnese spa~ngs: TC: Inst. ~-OAD CASE{S) Stanoard 8utz Componenls, In¢, inala~apol~s iN ~200 s A~r28 2005 M~Tek Inaustr~es Inc T~ May 19 1~':~5~"~005 Pag~ 700 12 3x4 Mil20 2x4 Mil20 LOADING (pst) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 Roof Snow=20.0 Lumber Increase 1.15 TCDL 10.0 8CLL 0.0 Rep Stress Incr YES C(~3e IRC2000 ANSIg5 BCDL 10.0_ LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E SOT CHORD 2 X 6 SPF 1650F ~ 5E WEBS 2 X 4 SYP No.3 CSI DEFL TC 0.63 Vert(LL) BC 059 Vert(TL) WB 091 HOrZ(TL) Matrix) ~n {loc I/deft L/d PLATES GRIP -032 I >880 360 MIl20 197/144 Weight; 105 ~b BRACING TOP CHORD Instat[ation 1 Stabilizer(s) at 9-4-8 (max) oc Permanent Sheathed or 2-11-1 oc pumns BOTCHORD REACTIONS Ob/size) B=1037/0*3~8. F=1037/0-3-8 Max HorzB=-169(foad case 5) Max Up{~-75(Ioad case 7), F=-75(Ioad case 8) Max GravB=1198(Ioad case 2), F=1198(load case 3) FORCES (lb)- MaxJmumCo~pression/MeximumTension SOT CHORD B-J=-141/3649 I-J=-141/3676, H-1=0/3676, F-H=0/3649 WEBS D4=0/2611 C-J=-4/194. E-H=-4/194 C- =.1046/259. E-1=-1046/302 NOTES 1 ) W~fid: ASCE 7-98; 90mph; h=30fl; TCDL=6,0psf; BCDL=6.0pat; Category II; Exp B; enclosed: MWFRS gable end zone: ~ntilever left ano qght expos~; end ~Ri~[ ~ a~ dght exp~: Lum~r DOL=1,33 plate gdp DOL=I 33. 2) TCLL; ASCE 7-98; ~=20.0 p~ (fl~ r~ sn~); Exp B; Fully Exp 3) Unbalan~ sn~ I~ds have ~ ~nsider~ for this deign. 4) This truss has ~n d~g~ for gre~er ~ min m~ live load ~ ~ 7.0 ~f or 1.50 fi~s fiat m~ of ~a~ng su~a~. LOAD CASE(S} S~n~rd ',,,, May 23.2~ II m - O= CHORD ~o ~HORD