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Home My WebLink About05050142-Truss Info Re: J0610505 Silverthome - #21 Sedgwick MiTek Industries, 14515No~th Outer Forty Drive Su~ 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434,.,.,.,.,.,.,.,.,.,~ 3 The truss drawing(s) referenced below have been prepared by MiTek Industries. Inc. under my direct supervision based on the para'meters provided by Carter-Lee l~uilding Components. Pages or sheets covered by this seal: 18320531 thru 18320593 My license renewal date for the state of Indiana is July 31, 2006. ~y 16.2005 The se~ un ~ese d~¢ i.aic~ acc.p~c~ of p~ofession~ e~ ~s~?ns?i[i~?[ f?? m. ~s comp?en~ shorn. The suitability ~d use offs componem tot ~y p~cm~ um~mg zs me res~mibih~ oftbe buil~ng ~si~er, ~r ANSI/TP1-2002 CMpter 2. c J1 BOT CHORD 2 X 6 SPF NO.2 CSI TC 0,35 BC 0.01 WB O.OO (Matrix) DEFL in (~c) t/deft L/(t PLA~ES GRIP Vert(LL) -0.00 2 >999 360 MIl20 197/144 Vert(TL) -0.00 2 >999 240 HOrZ(TL) -0.00 3 ~n/.a nJa Wtnd(LL) 0.00 2 240 ~ht 7 lb BRACING TOPCHORD 8OTCHORD Max Horz2=81(Ioad case 5) Max Uplift2='' 122(load case 5), 3=-64(1oad c~se 7) Max Grav3=274(Ioaa case 7), 4=32(Io~d case 2), 3=t 5(load case 3) rightexposed;e~dvert~calle~tand~ightexposed;LumberDOL=1.33pla g pD = . · '~ ~ ~ f~ mechanical conne~on (by others) of tress to bearing t~ate at join~(s) 2... ..................... iht 2 anti 64 lb u'~ift a~ ~oim 3 ~ ~ ~ STATE OF : ~* _ May 6.25 5 2 LOAOIIIG (1~ CSl DEFL in (icc) TCLL 20,0 I ~h~i~ease -~.15 [ TC 037 Vert(LL) -0.OO 2-4 >999 360 (RccfSn°w=20-0) I i~iocmase 1.15 I iBC 0,06 Vert(TL) ~0.01 2~4 >999 240 TCDL 10,0 BCLL 0.O [ ~e- ~(~(~00/TP~2002 i (Matrix) V~nd(LL) 0.00 2 **** 240 BCDL_ . 10._0 LUMBER BRACING TOP :HORD 2 X4 SPF NO.2 TOP CHORD Sheat~e~ or 4-0-6 ~c puriins. BDT CHORD 2 X 6 SPF No.2 BDT CHORD MIt20 1971144 FORCES (lb) * Maximum Compression/Maximum Tension TOP CHORD I-2=0/64, 2-5---68/0, 5-6=-51/0, 3-6=-31/35 BDT CHORD 2-7=0/0, 7~8=0/0.4-8--0/0 NOTES - ' r a I) W~nd; ASCE 7-98; 90mph; h=25ft; TCDL=6.0psf: BCDL=6.0psf; Category I~; Exp C; enclose:i; MWFR$ gable end zone, cantCeve left r~ r~lh expose' t d; end vertical' eft and rig ht exp°sed' Lumber DOL=I 33 piate grip DOL=I 33' CF ' 2) TCLL: ASCE 7-98:P~20.0 psf (flat roof snow); Exp .; 7) pmv~a~ mechanical con n~:tion (by others) of truss to.beanng ~ate capable of withsta~ng,~ I~.up~ ~ ?lin ~ ~ .~°,[~ Concentrated Leads (lb) et ector. Add~ peri'~or~tll broc Of th~ 0~?1~ sl/oct~re ~ the r e~l~u ~ ~ ~AI~ 1 ~ but}ding a J0610505 ROOF TRUSS CARTER - LEE BUILDING COMPONENTS, MOORESWLLE, IN. 46158 4 ~l~(pst~ sPACING· 2-0~0 C$1 DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase I 15 TC 0 45 Ved(LL) -0.01 2-4 >999 360 (R°ofSn°w=29*0) Lumberlnc~ase 1.15 I BC 0.12 Ved(TL) -0.02 2-4 >999 240 TCDL 10.0 Rep Stress tnc~ NO ~ WB 0.00 H°rZ(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2000/TPi2002 (Ma~x) W~nd(LL) 0.00 2 ~ 240 BCDL 10.0 b TOP CHORD 2 X 4 SPF NO,2 TOP CHORD Sheathed or 5-G-12 oc purlins. BOT CHORD 2X 6 SPF No.2 BOT CHORD R~gid ceiliog direc~y applied or t0~-0 =c bracing. PLATES GRIP LtII20 197/144 Weight 19 lb FORCES (lb) - Maximum CumpresstorCMaximum Tension TOP CHORD 1-2=0/64, 2-5=-73/5. 5-8=-55/0, 3-~58/36 BOT CHORD 2.7=0/0.7-8--0/0. 4-8=0/0 NOTES t~v~ IOa~t of 17.8 psf or 2.00 times flat roof load of 20.0 psf on overhangs 91 lb uplift at joiof 3 and 114 lb uplift at jmnt 2. 7 Ib d~wn and 30 lb up at 2-2-1. and ver~ 5=30(B) 6=26(F) 7=2(B) 8=3(F) LOAOING(ps0 in (k~c) I/deft L/d PLAI~S GRIP TCLL 20.0 J ~'~t~";~mase '11~ t ~ 0.14 [ Ve~LL) .001 7 i1# 180 i MI20 197/144 (Roof Snow=2 , ) Lumber ncrease I 15 I BC 0.03 I Vert(TL) -0.01 7 n/r 120 TCDL 10,0 ~' Sfless Incr I~1~ [ WB 0.03 I Ho~z(TL) 0.o0 6 r~a n/a BCDLBCLL 100.00 C~elRC2OO~Pt200~ I (Mat~) ~Vind(LL) 0.01 ? n/r 120 ~ We~ght27tb REACTIONS (lb/size) 2=150/6~-0, 6=150/~4-0, 9=65/6-4-0,10=131/6-4-0, 8~131/~4-0 FORCES (lb) - Maximum Compmssion/blaximum Tension TOP CHORD 1-2---0/53. 2-3~-78/62, 3-4~-56/72, 4-5=-56/60. 5-6=-78/36, 6-7=0/53 ~OT CHORD 2-10='10/63. 6`10=-t 0/93-8'9=' 10/93- 6`8=-10/93 NOTES 'i) Wind: ASCE 7-98 g0mph; h--25ff; TCDL=6.0psf; BCDL--6.0psf; Catego~ II; Exp C; enclosed; MWFRS gable *mci zone; ~ght exposed; end vertic~ left and right exposed; Lumber DOL=1,33 plata grip DOL=l,33. 3) TCLL: ASCE 7-98; Pfc20,0 psf (fiat roof snow); Exp (~; Full? E~. uplift at joint 10 and 68 lb upl~t at joint 8. LOAD CASE(S) Standard J0610505 ~ I Job Reference (~ TCLL 20. I 1 TCDL 1 0 lncr NO TOP CHORD 2 X 4 SPF BOT CHORD 2 X 4 SPF No.2 ~E TC 0.14 I Vert(LL) .0.01 1t n/r 180 / BC 0.06 Ver~TL) -0.01 tl n/r 120 / (Matrix) I Wind(EL) 0.00 1t n/r t20 Max Horz2=-161(Ioad case 5) M~x Upiif12~-Sl(Icad case 5), 10=-18(Ioad case 6), 16=.49(Ioad case 7). 17=-70(Ioad case 7), 18=-87(Ioa(I case 7), ~ ~ No. ~'~004~ ~ ~Thistmsshasbeen~esignedf~ra~fb~tt~mch~rd~ive~dn~nc~ncun~nt~y~er~i~d~ ~ e~. ¢,~,~',rr~ ~ ~ 9) pro.de mechanical conch (.b~*others) ~. b'u .s~.. to b~ring Cate cap~b~ ~ ~s~g 5t lb upl~ at Joint 2, 18 lb uplffi et l~ 10, 49 ~ ~?:~ '*... d.'.; .- ~':.~C~x :¢%'~ LOAD CASE($) S~ndard May 16,2005 7 TCDL 1~.~ ~ Rep S~ Into YES ~ 0.44 ~ ~L 0.01 10 n/a nm BCDL~CA ~1:':~ C~e IRC2~0.P,2O02 (Ma~) ~' ~nd(LL~ ..... 0.07 11-13 >999 240 ~h._~2. lb BOT CHORD 2 X I0 SYP No.1 [RoofSnow=20.0) TCDL 10.0 BCLL BCDL 10.0 SPACING 2-O0 Plates Increase ~.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2000/TPI2002 TOP CHORD 2 X4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2X4 SPF St~ OTHERS 2 X 4 SPF Stu¢ DEFL In loc) I/deft L/d PLATES GRIP I TC 0.95 ~ Vert(LL) -0.01 I n/r 180 MIl20 197/144 I BC 0,53 ~ Vert(TL) -0.0t I n/r 120 I WB 0,16 ~ Horz(TL) 0,00 11 n/a n/a ~ (Matrix) _.~ Wiod(LL) -0.00 2 n/r 120 Weight 73 lb BRAC~IG TOP CHORD 2-9-0 oc p~ldl~$ (6~0-0 may~), except end verticals. BOT CHORD Rigid ceding dimctiy apl~ied or 60-0 oc bracing. WEBS 1 Row at midpt 10-11 JOINTS 1 Brace at Jr(s): 2, 10 EEACI~ONS (lb/size) 19=146/10-0-0. t1~41/10-~0. 12=106/10-0-0.13=t09/10~-0. 14=~o7110-0-0, 15=107/10~0-0. 16=107110-0-0 17=107110-o-0. 18=17110-0-0 Max Horz 19=344(Ioad case 4) 17=-24(Icad case 5). 18=-884(Iood case 4) Max Grav19=992(Iood case 4), 11=126(Io~d case 3), 12=I06(Ioad case 1). 13=109(ioed case 1 ), 14=107(Ioad case 1). 15=107( oad case 1), 16=t07 lead case 1), 17=107(ioacl case 1), 15=508(Ioad case 3) FORCES (lb) - Me~dmum Compress~n/Maximum Tension TOP CHORD 2.19=-470/274. 1.2~0/64.2-3=-446/257. 3-4=-253/157, 4-5=~216/146. 5-6=-194/145. 6-7=-166/140. 7-8=-144/138 securely t~rece~ agaiccst lateral movement (i,e, diagonal web), ~ ~ ~Jo ] 9 ~004 / 6 ~ ~ 10) Design assumes 4x2 (flat orientation) pudins at cc spacing indicatod, fastened to tress TO w/2-10d ~s. ~ Ox, *%~/.~'DI A~**¢ *'*~ ~* May 16,2005 J061050~ ROOF TRUSS Scale = 1:28.4 8PACING 2-0-0 ~. 1.15 Lumber I~cmase 1.15 Rep Stress Inc~ NO C~e IRC2000/TPI2002 BCD[. 10.0 LUMBER TOP CHORD 2X4 SPF No.2 BDT CHORD 2 X4 SPF No.2 (VV~ ~E RS 2 X 4 SPF Stud GE[ Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud (Mat~x) DEFL in (ioc) t/deft L/d PLAI~S GRIP Vert(LL) -0.01 9 r~ 180 MIl20 197/144 Horz(TL) 0.00 8 n/a n/~ WJnd(LL) 0.01 9 nit 120 V~ight 39 lb JOINTS I Brace at Jr(s): 5 REACTIONS 0b~size) 2=144/8-4,.0, 8=144/8.4-0, 12=74/8-4-0, 13=117/84-0, 14=95/8-4-0,11=117/8..4-0, 10=95/8-4-0 Max Horz2=*120(Icad case 5) Max Ul~i~2---4O(Ioad case 5), 8---31 (~oed case 8), 13=-71 (load case 7), 14=-62(Ioad case 7), 11---70( Dad case 8), 10=-69(load ~ 8) Me~ Grav2=197(Ioad case 2), 8=197(Ioad case 3), 12=97( Dad case 8,13=158(load case 2), 14=124(ioad case 11=~ E~(ioaci case 3), ~ 0=t24(Ioau case 3) FORCES (lb) - Ma~mum Compressi0~mum Tension 3) TCLL: ASCE 7-98; Pf=2O.0 psf (flat mol snow); Exp C; lyE~o 4) Unbala.cad sr~w loads have been considered for t~ dseign. 5) This f~ua~s has been designed for greater ~f min mol live load of 16.0 psf or 2.00 tim~ ~t ~ I~d ~ 20-0 ~ on o~s 8) Gepte studs epacad at 1-4-0 ~c. . .... 9) provide mechanical conm~on (by others) of t~uss to bea~3g plate capable of ~ 40 tb uPl~ et Joint 2, 31 lb upiR at jmnt 8, 71 lb ~ J0610505 I ROOF TRUSS 7 6 3-11-12 REACTIONS (lb/SiZe) t=4697/0-3-8.3=6159/0-3-8 Max Horz 1~-t70(Ioad case 5) [Case(s):#91BCSnow ~ ~ ~ ~ .;; ~ E oftrusstobearingplatecapableofwith~ng531 bu~at~tla~8~tbu~ ~ STATEOF /~'~ ~s~n~l~s)l~d~nand~g61bupat /~, ~/0~ ~ May 16,2~5 LOAD CASE(S) Standard 11 Snow: Lumber lncmase=l.15. Plate Incmase=1.15 ~-- DEFL in (loc) I/deft L/d PLATES GRIP ~ Vert(LL) -0,02 4-5 >999 360 MIt20 197/144 [ Vert('rL) -0.04 4-5 >999 240 ~ Horz(TL) 0.00 4 rea rea L.._ Wind(LL) 0.01 4-5 >989 240 VVe~ght7_~_l~_ BRACING REACTIONS (lb/size) 1=3091/0-3-8,4=3699/M~chanicat Max Horz 1=228(Ioad case 6) ) g' r() ' . . 9)Hanger(s)~r~t~erc~necti~nde~i~e(s)sha~bepr~ided~u~cientt~supp~r~c~nc~ated~d(s)1~8ib~"and~93~bup~T ~1'12~ ~ ~ ] e ~ LOAD CASE(S) Stendam 1) Snow: Lumber Increase=1.15. Plate Increase=l,15 Uniform Loam Concentrated Lo~ds (lb) Ve~ 1 =,4448(F) 4---1944(F) 6=-1448(F) 7~1448(F) Job Reference 4 6 6x12 Mtl20 TCLL_ 20,? Plates Increase 1 15 [ TC 0.85 [ Ve~LL) -0.31 10-12 >809 360 ~ '0'~ R~ S~ In~ NO [ ~ 0.87 [ H~(TL) 0.02 9 ~a ~a ~[ I0'~ ~e IRC2000~12~2 ~(Ma~x) [ _~?~LL) 0.23 ~12 >999 2~ TOP CHORD 2 X 8 SYP 2250F 1.9E TOP CHORD ~T CHORD 2 X 10 SYP 24~F 1.8E ~BS 2 X 4 SPF ~ *E~ BOT CHORD 2-12 2 X 4 8PF No.2. 6-10 2 X 4 SPF No.2.7-9 2 X 8 S~ 2250F 1.9E JOINTS 14 3 2 X 8 SYP ~SOF 1.9E Weight 925 lb c ~ No, 199004 fl~l~l~d~n~nt~anyo~ti~l~s, ~ ~ BTATEOF May NO~ES LO~ CASE(S) S~ (Roof Snow=20.0) TCDL 10,0 BCLL 0.0 BCDL 10.0 LUMBER SPACING 2-0-0 Plates ir~cmase 1,15 Lumber oorease 1.15 Rep S~ess lnc~ NO Code IRC2000/TPI2002 BOTCNORD 2x8 SYP DSS WEBS 2 X 4 SPF Stu(~ CSl DEFL in (loc) I/deft Ud PLATES GRIP TC 0,55 Ve~LL) .5.03 4-5 >909 36O MIl20 197/144 BC 0.37 Vedt'TL) .5.05 4-5 >999 24(3 WB 0,85 Horz(TL) 0.01 3 nla n/a (MaUix) Wi~sd(LL) 0.05 4.5 >999 240 Weight: 89 lb BRACING TOP CHORD 2.00 oc pudin$ (4-82 max.). BOT CHORD Rigid ceiling directly appJiod or 1 O-0-o oc bracJng. JOINTS I Brace at Jr(s): 2 REACTIONS (lb/size) I=E0?6/D-3~B, 3=5669/O-3-8 Max Horz 1=106(lood case 6) Max Uplift 1~-1124(load case 7), 3=-1063(Ioad case 8) FORCES (lb) - Maximum Cernpmssion/Maxirnum Tension BOTCHORD 1-5=-789/4329. 5*6=789/4329, 57=-538/2941.4-7=-530/2941, 4.5=-786/4335, 3-8=-786/4335 NOTES . . . l)2~plyt~y'~sto be~on~qecAedtoget~rwith 0,131 x3 Nallsasfolows: Top chords connected as follOW~ 2 X 4 - 1 row at 0-9-0 oc. section, Ply to ply there, bi~y of the butk~ designer, ~>r genenal guidance rega~d~r~ ~ TRUSS 16320542 2 Jo~ Refe~nc~ [9J~9~ LOAD CASE,S) Standa~ Concentrated Loads (ii)) Vert: 5,~1444(B) 6~-1444(B) 7=-1444(B) 8=1444(B) B TCLL 20.0 ROOf S 0 0 Plates Inc~ase 1.15 ~ ~ 0.81 ~ HOWL) 0.14 8 ~a nla BDT CHORD 2 X4 SPF NO,2 2 X 4 SPF Stud *Except* 4-12 2 X 4 SPF No.2.6-12 2 X 4 SPF No,2 PLATES GRIP MIl20 1971144 V~)ight 160 lb BDT CHORD Rigid oeiling direc~y applied or 9-3-4 oc bracing. REACTIONS (l~ze) 8=1464/Mechamcel, 2=1535/03-8 Max Horz2=241(load case 6) non-concun~nt with o~er §ye loads, ~'~G A N ~ ~ STATE 1 Truss Type Plate Offsets ~0~1-0~1e[[~~ sPAcING 2~-0 in (loc) I/deft L/d PLA3ES GEIP I~-~; ...... ~;~ i Lum~rln~ 1,15 I BC 0,88 ] Ve~L) -0.301~1 >999 240 TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO~2 ~14 2 X 4 SPF No.2, 7-14 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-2-0 oc pedins~ BOT CHORD Rigid ceitir~g direcSy apl~ied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14 Max Horz2=2940oad case 6) Max Ulflif12=-224(leed case 7), lO~-170(ioad case 8) LOAD CASE(S) Standard 2 FLAT TOP CHORD SECTION BRACED AT 24" O.C.. 5x6 MII20= i Plate Offsets X~ i2.'~3-~/~2~.~ I0:0,G-12,0-2-0, 12:0.9,-11.04~!_~] . TCLL 20.0 Plates increase 1.15 BGLL 0.0 Rep Sfress tn~ YES LUMBER TOP CHORD 2 X 4 SYP DSS SOT CHORD 2X4 SYP DSS WEBS 2 X 4 SPF Stud *Except' 7-21 2 X 4 SPF No.2. 8-18 2 X 4 SPF N0,2, 10-18 2 X 4 SPF 2-24 2 X 4 SPF No,2 FORGES (lb) - Maximum CompmssioWMaximum Tension BRACING BOTCHORD Rigid ceding directly applied or 5-2-4 oc b~c~ng. 2) Wind: ASCE 7-98; S0mph; h--25ft; TCDL=6.0psf; SCDL=6,0~f; Catego~/II; Exp C; enclosed; MWFRS gable end zone; cantilever left and 3) Pmvideadequa~edraJnagetopmventwet~rp~nding, ~\~ c~AN.~ ~ 6) The foitowing joint(s) require plate inspec~on per the Toolh Count Method wher~ this ~ b ~o~ ~ qual~ as~mn~ in~?l. ~ ?*~ ~<~% May '16,2005 3 7 3x4 MIl20-- DEFL m (10c) I/deft L/d PLATES GRJP Vert(LL) -0.05 2-8 >999 390 MIl20 197/144 Ve~TL) ~).10 2-8 >999 240 Ho~z(TL) 0.07 6 ~la n/a WII~I(LL) 0.03 2-8 >999 240 ~ight: 39 lb BRACING TOP CHORD 2-O-0 oc pudms (5~O-13 max.), BOT CHORD Rigid ceding directiy applied or 10-0-8 oc bracing. JOINTS I Brace at Jr(s): 3, 4 FORCES (lb) - Meximu~ Compression/Maximum Tension TOP CHORD 1.2~-313/68 2~3~.~1~028/~35. 4.5=-1028/120. 5-6=-813/33, 3-4=-855/127 BOTCHORD 2.1~-155/847,7-8 t52/858,5-7=-77/847 WEBS 3~=0/215. 4-7=0/216. 3-7=-124/125 NOTES 1) VYmd: ASCE 7~98; 90mph; h--25f~ TCDL=6.0psf: BCDL=6.0~, Catego~ II; Exp C; enclosed; MVVFRS gable e right exposed; end vertical le~t and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pr=20.0 psf (fiat roof snow); Exp C; Fully Exp. LOAD CASE(S) Standard May 16,2005 J0610505 CARTER+LEE 8UILDINGCOMPONENTS. MOORESVILLE IN.46158 Silver,home-#21 Sedgwick 200~ 1832054 l~Job Refemnce~ 6,200 s Apr 2fi 2005 Mff~v. Industries, lnc~ Fd May 13 12:07:47 I 2t CSI FL Jn (~c) i/deft TC 0.75 I Vert(LL) -0.72 19-20 >775 360 Lumber increase 1.15 EC 0.63 I Ve~TL) -1.39 19-20 >403 240 TCDL 10.0 Rep Sl~ess Incr YES WE~ 0.83 I Horz(TL) 1,01 13 ~/a ~/a LOADING(pst'} SPACING 2-0-0 TCLL 20.0 Plates increase 1.15 (Roof Snow=20.O) BCLL 0.0 .B_CD.__L_ ....... to.o LUMBER TOP CHORD 2 X 6 SYP 2400F 2.0E EOT CHORD 2 X 6 SYP 2400F 2.0E WEBS 2 X 4 SPF Stud *Except" 3-21 2X4 SPF No.2, 6-202 X4 SPF 1650F 1,5E 6-19 2 X 4 SPF 1650F 1 .SE. 2*24 2 X 4 SPF No.2 2-23 2 X 4 SPF 1650F REACTIONS (lb/size] 13=1864/Mechanical, 24;1935/9.3-8 Max Horz24=502(IOad case 7) Max uplift13=-153(load case 7), 24~-279(Ioad case 7) Max Grav13=2204(Ioad case 3). 24=2606(Ioed case 2) PLAI~ES GRIP NOTES 1) Wind: ASCE 7-98; 90mph; h=25fl; TCDL=6,0psf; BCDL=6.0~, Catego~/I; Exp C; enclosed; MWFRS gable end zone: canSle~r left and right exposed; end vertical left and fight exposed; Lt~lber OOL=1.33 plate g~p DOL=1.33. 2) TCLL: ASCE 7-98:Pf=20.0 psf (fiat roof snow); Exp C; Ft~ly Exp.; L= 48~-0 5) Refer to girder(s) fo~ tPass to tress c~nnecl~ns. ~ 9)Bearing~tjont(s)24consdersparatle~tograinvatueusingANSi/TPI1angletogm~u19. Bui~lingdesignershouldver~ycapacityof ~ beanr~ su~ce jO nt 24. LOAD CASE(S) Standam BRACING TOP CHORD Shea~ed or 2-10-1 oc pu~tns, except e~lver+acals. EOT CHORD Rigid ceiling directly applied or 7-9-4 oc bracing. WEBS t Row et midpl 8-19. 9.17. 10-15 2 Rows at 1/3 b/s 6-19 Reference SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 4 LOADING (pst) TCLL 20,0 SPACING 2.0-0 CSI in (loc) ~defl L/d PLAll~S GRIP (Roof Sllow=2O.0) Piates Increase 1,t5 TC 0,51 Vert(LL) .0.10 2-4 >999 360 ~}120 197/144 TCDL 10,0 Lumberlncrease 1.15 BC 0.36 Vert(TL} .0.30 2-4 >340 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 5 fda rJa BCDL 10.0 Code IRC2000rFPI2002 (Matdx) ~nd(LLl 0~07 2-4 >999 240 ~ight 20 lb LUMBER BRI~DING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc podins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10,0,0 oc 0racing. FORCES (lb) ~ Maximum Compression/Maximum Tension TOP CHORD 1-2-~189/64. 2-3=-383/90, 3-4=-383/96, 4-5=-189/31 BOT CHORD 2-4=~34/917 NOIES 1) W3Od; ASCE 7-98; 90mph; h=25ft; TCDL---6,0psf; BCDL--6,0psf; Catego{y fl; Exp C; enc~osecl; MW~RS gable end zone; caffe3ever left and dght exposed; end ver~cal left and right e;~posed; Lumber DOL=I.33 plate grip DOL=I 2) TCLL: ASCE 7-98; P~20.0 psf (flat roof sr~w); Exp C; F~ly Exp, 4) This truss has be~n designed fo~ a 10,0 [0~f bottom chord live loaQ nonconcurrent writ1 any ouler live loads. 5) Bearing at jo nt(s) 1, 5 conside/9 paral et to grain value asing ANSLrrPI I angle to grain foftnuba. Building desig her sr~uld ver~ cabecity ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 1 Od (0,131" X 3") NAILS SPACED 6" O.C. PIGGYBACK TRUSS de ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 16d (0.131" X 3.5") NAILS TOENAILED SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.C.] A PURLIN TO BE LOCATED AT BACH BASE TRUSS JOINT. de FOR PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHBATHING TO OVERLAP MINIMUM 12~ OVER JOINT~ de CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WiTH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY IF NO GAP EXISTS BETWEE-~ CAP TRUSS AND BA----'~SE REPLACE TOE NAILING OF CAP TRUSS TO PURLINS VVITH GUSSETE AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON EASE TRUSS DESIGN DRAWING de CONNECTION AS ABOVE de 6" x 6" x t/2" PLYWOOD (or 7/16" OSS) GUSSET BACH SIDE AT BACH BASE TRUSS JOINT ATTACH WITH 3 * 6d (0.113" X 2") NAILS INTO EACH CHORD FROM / EACH SIDE TOTAL - 12 NAILS BASE TRUSS ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2-16d (0,131"X 3.5") NAILS. VERTICAL WEB TO ADD PURLINS TO BOTTOM EDGE FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BEAPPLIED TO BOTH THE PIGGYEACKAND THE BASE TRUSS, 4) ATTACH 2 x x 6'~0" SCAB TO BACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF I Od (0.131" X 3") NAILS SPACED 6" O.C. FROM EACH FACE, (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4J 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4odO LBS (~1 ~15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 6) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO ~u~,TC H BASE TRUSS, ST-PIGGY ALL VALUES SHOWN BELOW ARE BASED ON LOAD DURATION OF 1.33 MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0,131" X 3") NAILS: SYP = 1409 LBS SPF = 1090 LBS OF = 1290 LBS HF= 1117 LBS SPF-S = 957 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (0.131" X 3,5") NAILS: SYP = 155 LBS SPF = 79 LBS DF = 122 LBS HF = $3 LBS SPF-S = 54 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/Z' SHEATHING AND {2) 8d (0.131" X 2.5") NAILS: SYP = 109 LBS SPF = 55 LBS DF = 85 LBS HF = 59 LBS SPF-~ = 37 LBS MAXIMUM UPLIFT GUSSET OAPACITY USING 7/16" GUSSETS AND (6) 6d (0.113" X 2") NAILS: SYP = 399 LBS SPF = 367 LBS DF = 391 LBS HF = 387 LBS SPF-S = 343 LBS MAXIMUM UPLIFT SCAB CAPACITY USING (20) SYP = 2819 LBS SPF = 2181 LBS DF = 2580 LBS HF = 2234 LBS FLAT TOP CHORD SECTION BRACED AT 24" O.C.. TCLL 20.0 / -I ' S 1 15 LOAD CASE(S) Standa~t ~COL -1~. Lumb~n~, 115 ~ BC 0.67 ~ Ve~) ~.19 7~ >999 Rep S~ ln~ YES ~ ~ 0,59 ~ Ho~(T~) 0,08 7 ~[[ .~'~ { ~e IRC2~0aPI~02 i (~) I ~nd~L~) 0.~ 7~ >999 LUMBER B~CING TOP CHORD 2 X4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 4-9 2 X 4 SPF TOP CHORD Sheathed or 3-5-3 o~ purlins. BOT CHORD Rigid ceiling direc~y applied or 10-o-0 ~c bracing. W~BS 1 Row at midpt 4-9 GRIP REACTIONS (Ib/$i~e) 7=114,410-3-9, 2=1215/0-3-8 Max Horz 2=262(~oed case 6) FORCES (lb) - Meximum Compression/Maximum Tensio~ TOP CHORD 1-2=0/54. 2.3=2059/205.3-4=-1488/2(36.4-5=-1124/231.6-6=-1493/21(3.6-7=-2073/216 ¢, ~ ~ STATE OF /.~ ~ LOADING(pst) SPACING 2,0-0 CSl DEFL m (~oc) I/deft L/d PLATES TCLL 20,0 Plate~lncrease 1.15 TC 0.52 Ve~LL) -0.21 13-15 >999 360 MIl20 (Roof Snow=20.0) Lumberlncrease 145 BC 0~79 Ve~TL) ~0.46 13-15 >946 240 TCDL 10,0 BCLL 0.0 Rep Stress Inc~ NO ~ 0.55 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IRC2000~FPt2002 (Matrix} W1nd(LL) 0.23 13-15 >999 240 Weight: 364 lb LUM~ER BRACING TOP CHORD 2 X4 SPF No,2 TOP CHORD Sheathed or 4-5-8 oc purif~s. BOT CHORD 2 X6 SPF No,2 BOT CHORD Rigid ceiling direcUy applied or 10~3 oc bracing, WEBS 2X4 SPF Stud GRIP REAC33ONS (lb/size) 10=3335/Mec~anical. 2=3390/0-3,8 Max Horz2=188(Ioad case 6) -% NOTES LOAD CASE{S) Standard Uniform L~ads (ptr) Concenfl'e~d Loads lb) Ve~ 18=.375(F) 17=-225(F) 12~225(F) t 1 --~386(F) 19=~225(F) 20=-225(F) 21=~231(F) 22=-231(F) 23=-231(F) 24=-231(F) 2§=~231(F) 26=~231(F) 27=-231(F) 28~-225(F) 29=-225(F) ~CARTER ~ LEE BUILDING COMPONENTS. MOORE~LLE. IN. 46158 8 9 LOADING (l~f} $ (Roof $n~20,0) Lumber Increase 1.15 DC 0.67 TCDL 10.0 Rep Stress Irtcr NO YVE~ 0.72 LUMBER BRACING TOP CHORD 2 X 4 SYP DSS TOP CHORD 24-26 2 X 6 SYP 2400F 2.0E126-20 2 X 6 SYP 24~0F WEBS 2 X 4 SPF StUd *Except' 6-24 2 X 4 SPF NO.2, 2-27 2 X 4 SPF No.2 DEFL in (icc) I/deft L/d Vert(LL) -0.46 24 >g99 360 Vert(TL) -0.95 24 >592 240 Horz(TL) 0,67 14 n/a ~Ja VV~d(LL] 0.33 24 >999 240 PLA3~S GRIP ~ snow); Exp C; Fully Exp,; L= 45`0q) ~ e [ Confinuedon: e2 Ma_ 162005 ---'-- Truss [¥mss Type ~ - a~21 Sedgwick ~ Job --]3HO2 Job Reference _ I, 1832055! 1832055 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 5 LOADING (psf) ~--$PAClNG 2'0-'--~' C$1 ) I/deft [Jd -~r- ..... Lumberincrease 1.16 [ BC 0,36 I Vert(TL) -0.30 2.4 340 240 Rep Stress Incr YES / WS 0.0O I HOCZ(TL) 0,07 $ n/e n/a , 0 0 ~,~T ' [ Code IRC2000/TPI2~02 (Matdx) J V~nd(LL) 0.07 2-4 >999 240 V~ight: 20 lb LUMBER BRACING TOP CHORD 2X 4 SPF No.2 TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X4 SPF No.2 BOT CHORD Rigid ceig~g direct¥ applied or 10-c-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-189/64, 2-..'.'.'.'.'.'.'.'~-383J90, 9-4=-383/96, 4-.5=-189/31 BOT CHORD 2-4---G4/317 1) W'h~d: ASCE 7`08; S0mph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Ca~ Il; ~ C; and~: M~RS ~e end ~; ~nb]e~r I~ and~ / OCT 29, 2004 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY 2 x x 6'-0" S~E TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE O~ TOP CHORD WiTH 2 ROWS OF 1od (0,131" X 3") NAILS SPACED 6" O,C. PIGGYBACK TRUSS '~ ATTACH PIGGYSACK TRUSS TO EACH PURLIN WITH 2 - 16d (0,131" X 3.5") NAILS TOENAILED, BASE TRUSS SPACE PURLINS ACCORDING ~ THE MAXIMUM SPACING ON 3'HE TOP CHORD OF THE SASE TRUSS (SPACING NOT TO EXCEED 24" O,C.), A PURLIN TO SE LOCATED AT EACH BASE TRUSS JOINT '~ FORPIGGYEACKTRUSSESWiTHSPANS< 12' SCAB MAY BE OMMITEO PROVIDED THAT: ROOF SHEATHING TO SE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM i2" OVER JOINT) CAP CONNECTION IS MADE TO RESIST UPLIFT, SEE MAXIMUM CONNECT)ON CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPAC~T)ES FOR SCABS PURLINS, AND SHEATHING MAY BE COMBINED VVHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BE'I3/VEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAp TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF RASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON RASE TRUSS DESIGN DRAWING, CONNECTION AS ABOVE ~' 6" x 6" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM j~ RACH SIDE (TOTAL - 12 NAILS) ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 ~ 16d ;0.131" X 3,5") NAILS. ALL VALUES SHOWN BELOW ARE BASED ON LOAD DURATION OF 1.33 MAXIMUM UPUFT SCAB CAPACITY USING (10) 10d (0.131" X 3") RAILS: SYP = 1409 LEiS SPF = 1090 LBS DF = 1290 LBS HF= 1117 LBS SPF-S = 957 LBS MAXIMUM UPUFT PURLIN CAPACITY USING (2) 16d (0.131" X 3~5"1 NAILS: SYP= 155 LBS SPF = 79 LBS DF= t22 LBS HF = 83 LBS SPF-S = 54 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING '1/2" SHEATHING AND (2) 8d (0.131"X 2.5") NAILS: SYP = 109 LBS SPF = 55 LBS DF = 85 LBS HF = 58 LBS SPF~S = 37 LBS MAXIMUM UPIJFTGUSSET CAPACITY USING 7/t6" GUSSETS AND (6) 6d (0,113" X Z') NAILS: SYP = 399 LBS SPF = 367 LBS DF = 391 LBS HF = 367 LBS SPF-S = 343 LBS ADD PURLINS TO BOTTOM EDGE VERTICAL WES TO EXTEND THROUGH BOTTOM CHORD FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1 ) VERTICAL WEBS OF PIGGYBACK AND RASE TRUSS MUST MATCH iN SIZE GRADE AND MUST LINE UP AS SHOWN IN DETAIL. 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE RASE TRUSS. 3) CONCENTRATED LOAD MUST SE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS, 4) ATTACH 2 x x 6'-0~ SOAB TO RACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 1 Od (0,131" X 3") HALLS SPACED 6" O,C, FROM RACH FACE, (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS,) (MINIMUM 2X4) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 41000 LBS (~1,15). REVIEW BY A QUALIFIED ENGINEER iS REQUIRED FOR LOADS MAXIMUM UPLIFT SCAB CAPACITY USING (20) 10d (0,131" X 3") NAILS: SYP = 2819 LBS SPF = 2181 LBS DF = 2580 LBS HF = 2234 LBS SPF-S = 1915 LBS 8 T--CLL._ -z-u:.u, I PtateSlllCrease 1.15 [ TC 0.28 I Ver~LL) -0.0910-12 >999 360 [_~_~_.~now=zu.u~ow=zu-u} :~ --: -Lumber ncrease 1.15 I EC 0,60 I VeA~TL) -0 20 10-12 >999 240 ,~., nn Rep Stress IrlGr NO I VVS 0.28 I Horz(TL) 0.07 8 n/a [~.~)t ,~'~ ' Code tRC2000/TPI2002 I (Matdx)~nd(LL) 0.09 12-13 >999 240 LUMBER BRACING TOP CHORD 2X 4 SPF No.2 TOP CHORD Sbeafoed or 5-4-6 0c purlins. BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud We~ghc 293 lb BOT CHORD Rigid ce~ting directly applied or 10-0~0 oc brae. rog. REACTIONS (lb/size} 8=2837/0-3-8. 2=2897/0~3-8 Max Ho~z2==209(Ioad case 6) FORCES (lb) = Maximum Compression/Maximum Tension 18-19=-1076/3351, 12-19=-1076/3351, 12-20=-968/3365~ 11-20=/968/336~, 11-21=-968/9365, t0.21~968/3365. WEBS 3-14~-189/728, 3-t34-892/340, 4-13=-436/1280. 4-12=-407/984. 5-12=-546/232, 6-12=-368/966.6-10~451/1304. 2) Ali loads are considered equally applied fo ell plie~, except if noted as front (F) or becA (B) face ~n the LOAD CASE(S) section. Ply to ply ~t¢% ~ ~!i!i,H~/~/ connections have been provided to distribMe only ~s noted as (F) o~ (E), untoss otbenvlse indicated. 2~'~,G~AI~ G ~//~// end vertical left end dght exposed; Lumber DOL=1.33 plate grip DOL=1.33. ~ ~-:~C~-~ T E ~.~%. Hght 4) TCLL: ASCE 7~98; Pf=20.o Psf (flat mol snow); Ex~ C; Fully Exp. _.~ ~ ~ ~ Iton*conc~rrentwiiho~'terliveloads. ~ ~ ~ - ~ e ~ 9) provide mechanical connection (by olflers) of t~uss to bearing plate capaple of wi0'~standing 854 lb uplift at jo~m 8 and ~99 lb uplift at joint ~ ~ )~?.~*~ ~ A~-~ ~. ~" ~.~* ~'.' con~inuedon .=e~ ............... MB '1~005 LOAD CASE(S) Standa~ 1) Snow: Lumber Incre~se=1.15. Plate Increese=l.15 UnEorm Loads (plf) Scale = 1:23.2 Plate Offsets X~~4:O-3-12.~-2-O~L-- ' ' ' Plates tnmease 1,15 TC 0 24 DEFL m (loc) I/deft L/d PLATES Vert(LL) -0.08 7 >999 360 Mil20 Ver~TL) -0 19 7 >849 240 HOrz(TL) 0,02 5 n/a V~nd(LL) 0.08 7 >999 240 Weight~ 108 lb GRIP REACTIONS (lb/size) 1=1239/0-3-8, 5=1243/~.3-8 Max Horz 1---33(Ioad case 3) Max Uplift1=-116(load case 4), 5~103(load case 3} FORCES (th) - Ma~mum Compression/Maximum Terts~on TOP CHORD t-2-~2424/246. 2-9=-3625/409, 9-10=-3625/409. 3-10=~625/409. 3-11~R625/4C9.11-12=-3625/409. 4-12=3625/409 BOT CHORD t-13=22t/2919. 8-13=-221/2016, 8-14=-220/1909. 14-15=-22011909. 1~-16=-220/1909. 16-17~-220/1909, 7-17=-220/1909, WEBS 2-8---4F/81.2-7=-19411752.3-7=-226/126.4.7=-23311756, 4-6=~10ff77 7)5P~ovide mec~lanica~ c'°nnecfi°n (bY °then~) °f truss t° bearing P~a~e capable °f withstanding 116 lb up~ft at J°iat 1 and 103 lb uplift at J°int 2-&-12. 20 lb up at 3-9-0. 231 lb down and 19 lb up at 4.8-12, 20 lb up at 5~9-0, 231 lb down and 19 lb up at 6-8.12, 20 lb up at 7.9-0, 2 Job Ref~,~rence [~o_~ _o~ ~) LOAD CASE(S) Stan~arU 1) Snow: Lumber IncreaSe=lA 5 Plate mcrease=1.15 Uniform Loads (pi0 Ve~ 4=59(F) 8=14(F) 7=-231(B) 2=59(F) 6=t4(F} 13=-231(0) 14=-231(B) 15=10(F) 16=-231(B) 17=10(F) 18=10(F) 19=-231(B) 20=10(F) 21=-231(B) 22=-231(B) ~o.oo ~' 3 SPACING 247-0 C$1 DEFL in (lOC) I/deft L~¢~ PLAII~S GRIP Plates Increase 1.15 TC 0.14 VeM(LL) -0.00 2 >999 360 MIl20 197/144 Lumberlncrease 1.15 EC 0,03 VeH(TL) -0.00 2-4 >999 240 Rep Stress Irtc~ YES WB 0.00 HOfz(TL) -0.00 3 n/a n/a Code IRC2000/TPI2002 (Matiix) ~nd{LL) 0.00 2 ~ 240 Weight: 7 lb BCDL 10.0 Max Upllfl2---50(Ioa~ case 5), -3=-3g(~ad case 5) 2) 3) LOAD CASE(S) Staneta~ Categoly t~; Exp C; enclosed; MWFRS gable end zone: cant~evar left and {ate grip DOL=I ~d of t$~0 P~f or 2.00 times flat f~of load of 20.0 ~ ~n overhangs JlA CARTER - [,EE BUILDIN(~ Plate Offsets 5PAC NG 24}-0 ~ CS DEFL in loc) ~ L/cl Plates ncmase 1,15 [ TC 0.14 Ve~LL) -0.00 2 >999 360 (Roof Snow=20.0) Lu~berlncrease 1.15 [ 8C Q,01 Ve~TL) -0.00 2 >999 240 Rep Stress Incr YES [ WB 0,00 [ HO~z(TL} ~0.00 3 ,n/,~a nlm BCLL 0.0 Code IRC2000/TPI2002 _j (Mat~x) ._. I _W~nd{LL) 0.00 2 240 LUMBER BRACING BOT CHORD 2 X4 SPF NO.2 Left: 2 X4 SPF Stud LOAD CASE(S) Standam J0610505 OOF TRUSS CARTER - LEE BUILDING COMPONENTS. MOORES~ILLE. tN. 46158 TCLL 20.0 (Roof Plates tncmase 1.15 TC 0.14 Snow=20.0) Vert(TL) -0.00 2 >999 240 BC 0.01 TCDL 10.0 ~ Rep Stress Incr YES I WB 0.O0 HOrT.(TL) -0.00 3 n/a n/a BCLL 0.0 j Code IRC2000/TPI2099 (Mebix) Wind(LL) 0.00 2 ~"* 240 LUMBER BRACING TOP CHORD 2 x 4 SPF NO.2 TOP CHORD Sheamed ~ 1.0-9 DC Duriios. BDT CHORD 2X4 SPF No2 BDT CHORD Rig~l cefJing directly applied or 10-O-0 oc braCing. REACTIONS (lb/size) 2=133/0-3~, 4~10/MechanicaL 3=-2/Mechamcat Max Horz2=66(Ioad case 5) Max Uplif12=~81(load case 5), 3=-44(ioad case 7) Max Grav2=176(iDeal cese 7), 4=20(load case 2), 3=14(load case 3) FORCES (tb) - Maximum Compresston/MayJmum Tension TOP CHORD 1-2=0/53. 2-3=-38/8 BDT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-9B; 90mph; h=25ff; TCDL=6.0psf; BC DL=6.0~, Category il; ~ C; encl~ ~o.?d; MWFRS gabte end zone; cant~e~r ~ and ~. right exposed; end vertical left and right expos~l; Lumber DOL=1.33 plate gnp DOL=1.33, 2) TCLL: ^SCE 7-99; Pf=20,o psf (fiat roof snow); Exp C; F~tly E~p. . LOAD CASE(S) Standard J0610505 ,~2 ROOF USS CARTER - LEE BUILDING COMPONENTS, MOORESVILLE IN. 46158 2-09 2-0.9 TCLL 20.0 1 S 0 Plates It~mase ,15 TCDL 0.0 I ~; I TC 0,17 I Vert(LL) ~0,00 2 >999 360 MIl20 144 BC 0,03 I Vert(TL) ,,0,00 2,4 >999 240 I WB 0.00 ~ HOtZ(TL) -0.00 3 ,n/~a ~/a ] . ~ ! Wind(LL) 0.00 2 2. ~__ ~4~ Weight 7lb (R°°fSn°w~10(~)0) Lurnber ncrease 1.15 BC 0,11 I Ve~TL) ~0.02 2-4 ~999 240 =TC~ID~ ln'n .epStresslncr YES WB 0.00 ~ "OrZ(TL) -0,00 3 .n~/~a n/a ~. 1~'~). Code IRC2000/TPI2002 (Matdx) WInd(LL) 0.00 .2 ** 240 _ FORCES (lb) - MaxJmum Con~p~ssion/Mextmum Tension TOP CHORD -2=0/54. 2-3--~67J37 BOT CHORD 2~4=0/0 NO~ES 1) Wind: ASCE 7-98; 90mph; h=25ff; TCDL=6.0psf; BCDL=6*0pS~ Category II; Exp C; enci°sed; MNVFRS gable end z°~; ~nfile~l~ a~. dght exposed; end verticalieft arid dght exposed Lumber DOL=1.33 ~ g~p DOL=I 2) TCLL: A$CE 7-98; P~20 0 p~f (fiat n~of sno~); Exp C; Fully Exp. 3) Th~s truss has been ~igned for greater of m~ roof live toad ~f 16.0 psf er 2.00 5rnes flat roof load of 20.0 psf on overhangs not, concurrent ~ other live k~ads. . 4) This t~uss has been des~l~ed for a 10.0 psf bottom ~ho~d live toad noncon~urrent with any other bye 5) Refer to g rde~s) h~' tress to tnlss cormec~o~s. - ....... 6) Provide mechanical conn~on (by o61ers) of t~ss to bearing plate capable of with~ndl~ 67 lb ~ at Joint 3 a~ 6t b u~Et at jo LOAD CASE(S) Standard 0610505 Tress Type ROOF TRUSS CARTER - LEE BUILDING COMPONENTS. MOORESVILLE . IN. 46158 TCLL 20.0 1 R ~ow= O0 Ptales Increase .15 (~o~S -2 . ) Lumber ncrease 1 15 ~ TC 0.18 I Vert(LL) .0.01 1-3 >999 360 [ Mrl20 197/144 ~ BC 0.11 I Vert(TL) -0.02 1-3 >999 240 [ WB 0,00 I HOrZ(TL) -0,00 2 ?.~a n/a BCDL t0:0 Code )RC2000/TPI2002 (Matrix) Vv~nd(LL) 0.00 1 240 __~__ Weight: 9 lb TOP CHORD 2 x 4 SPF No.2 TOP CHORD Sl~eatbe~ or 3-5~8 oc purlins. BOT CHORD 2 x4 SPF No.2 BOT CHORD Rigid sei~iog direc~y ap~ied or 10-0-0 oc brac~g. REACTIONS (lb/size) 1=127~3-8.2=95/Mect~anicaJ. 3=32/Mechanica~ Max Horz 1=940seal case 5) Max U p~ifl2~-80(l~ad case 5) Max Grav1=t27{Ioad case 1). 2=9~(Ioad case I). 3=63(ioad ca~e 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD I-2=-67/44 BOTCHORD 1-3--010 NO~ES 3) This tress hss bee~ designed for a 10.0 psf beitora ~hord tire load nor~coric-.,-~cent with ar~y o~ I~ ~s. ~../~ ~ 4) Refer to girder(s) for/~ss fo tress c~rlnec~ons. /~ ~ [ ~/'~ 6~00 s A[~ 28 2005 MiTek tndust~ies, inc. Fri MaY 13 12:07:53 2005 Pa9~ 1 4 ~(psf} SPACING 2-0-0 C81 TC 0.26 DF. FL in (loc) I/dell Verl(LL) -0.02 2.4 >9S9 360 VerI(TL) -0,05 2-4 >999 240 HorZ(TL) ~0.00 3 n/a n/a Wifld(LL) 0.00 2 ~ 240 PtJ~TE$ GRIP ~A~ight: t 3 lb BRACING TOP CHORD Sheathed or 4-5-8 oc purlins. BOT CHORD Rigid ceifing directly applied or 10.0-0 oc brac~g, ~now); Exp C; Fully Exp. 3) This truss has bsen designed for greater of min roof live lOad of 16.0 psf or 2.00 arne~ fiat roof I o ad of 20.0 psf on ovefllangs non.concarmn! LOAD CASE{S) Standara ~L~.E--~'UILDING COMPONENTS, MOORESVILLE . IN. 46158 6.200 S Apr 28 2005 MiTek Ind~st~e$, Inc. Fri May 13 12:07:53 2005 Pag~ t 3 TCLL 20.0 I ~t~'i~ase 1.1~ I TC 0.31 ~ Ve~LL) -0.02 1-3 >999 360 (RoofSn~20.0) I ~.~-r~rnczease 115 ! BC 0.19 Vert(TL) -0.05 1-3 >999 240 TCDL 100 ' ....... / Code iRC2000/TPI2002 I (M~fix) V~nd(LL) 0,00 I **" 240 LUMBER BRACING TOP CHORD 2 X4 SPF No.2 TOP CHORD Shewed or 4.M oc purtlns. BOTCHORD 2X48PF NO.2 PLATES GRIP MI120 1971144 BOT CHORD Rigid ceiling diR~-fly applfed or 10-o-0 ~c bracing. NOTES 1 Wind: ASCE 7-98; 90mph; h=25ff; TCDL=6.0psf; BCDL--6.0~, Category H; Ea~p C; enclosed; MWFRS ~abte e~d zorn right exposed; end verBcal ~t a~l right exper, sd; Lumber DOL= 1.33 plate gdp DOL= 1.333.. CARTER - LEE BIJILIDtNG COMPONENTS. MOORESViLLE. IN. 46158 t8320564 Apr 28 200~ M~e~k Industr;es, Iflc. Ffi May 13 12:07:53 2005 Pag~ I GRIP LUMBER TOP CHORD 2 X 4 SPF No.2 BOTCHORD 2X4SPF NO,2 WEBS 2 X4 SPF Stud WEDGE Left 2 X4 SPF Stud BRACING TOP CHORD Sheathed or 6-0-0 ~c purtins, except en~ vei't~als. BOT CHORD Rigid ceiling directly applied or t 0.0-0 oc bracing. LOAD CASE(S) Standa,.d Job Refereoce~ InCrease %15 ] TC 0,42 ! Vert(LL) -0.09 1-4 >810 360 ] MIl20 1971144 Lum~erlr~a*ease 1,15 I BC 0,44 I Ved(TL) -0~2;~ 1~. >324 240 ] LUMBER TOP CHORD 2 X 4 SPF NO*2 BOT CHORD 2 X 4 SPF NO*2 WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud CARTER - LEE BUILDING COMPONENTS, MOORESViLLE, IN, 46158 SPACING 2~0 PLATES GRIP ~n(~ PIMeS I~crease I 15 MIl20 1971144 100 Lumber tncmase 1,15 n'0 ~ Rep Stress ln~ NO LOAD CASE(S) Standan~ Cancentmted Loads (lb) Ved: 6---49(6) 3~98(B) 7~56(B) 1832 1.5x4 MI120 3 4 CSI DEFL m (loC} l/deft LJ~ PLA~S C,~IIP TC 0.54 Ve~LL) -0.0~ 2-6 >999 360 MIt20 187/144 BC 0.18 Vert(TL) `6.04 2`6 >999 240 V~~ 0.11 HoIz(TL) 0.00 5 n/a n/a (Matdx) W~nd(LL) 0.00 6 >999 240 V%~lght: 33 lb Max Upl~--*83(Ioad case 6), 2=-82(1oacl case 7) LOAD CASE(S) Stander[ ~ ' ! ~ 1.15 I TC 0,33 I VeH(LL) ~O.00 6 >999 (Roof Snov~20.0) ' 0'10 I H~(TI~) 0.00 5 BCLL . ~o.o~. LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X6 SPF No.2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Sheathed or 6-~-O OC pudins, except e~l radicals. BOT CHORD Rigid ceiUng dimc6y applied or 10~0 cc bracing. NOTES 2) TCLL; ~CE 7-98; ~0,0 ~ (flat ~ sn~); ~ C; FUI~ ~. Conlin~u~d~_.on p~ge 2 ~(~ COMPONENTS LOAD CASE(S) Standard Co~cer ~/ated Loads (lb) Verc 8=...4g(F) 3~107(F) 7~65(F) 8=~22(F) 183205~ 4 PLATES GRIP Mfi20 1971144 BRACING---- --- -- TOP CHORD Sheatbed of ~0-0 oc purii~s, except end verticals. BOT CHORD Rigid cef~Jng direc~y applied of 10-~0 oc bracing. FORCES ({b) - Meximu m ComPreSsm~/Maximum Tension NO/ES 1) V~rmri: ASCE 7-98; 90mph; h--25fl; TCDL--6.0pSff; SCDL=6.0psf; Catego~ ti; Exp C; enclosed; MWFRS gable end zone; right exposed; end verticel left end right ~; Lumber DOL=I.33 plate grip DOL=I 2} TCLL; ASCE 7-98; Pr=20.0 psf (fiat roof snow); ~ C; Fully Exp. LOAD CASEIS) Sten~am Silve~thome-~2t Sedg~ck 1832057 IJJ~ER TOP CHORD 2X4 SPF No,2 BDT CHORD 2 X 6 SPF No~ WEBS 2 X 4 SPF S~ud BRACING TOP CHORD Sheathed or 6-~-0 DC purlins, except end vedJc~s. BDT CHORD Rigid ceiling dimcY~y app~<l or 10.0-0 ~c bracing. FORCES (lb)- Max~um CompressJon/Ma~mum Tens~ TOP CHORD 1.2=0/61, 2~3=.475/t52. 3~7=-20/29, 7-8=-20/29, 4-8=-20/29, 4-5=-198/110 9) Hmlge~s) or other connection ~s) stroll be provided sufficient to support concentrated load(s) 71 lb c{o.~, and ?7 ~ ~ ~ STATE OF ~,CC,.~ LOAD CASE(S) Standard gon~nu, ed An..~age 2 ................... - ---- ~ May_.1__6 2~ I.O~JD CASE(S) Standard Concentrated LOadS (lb) Ve~c 6~-24(F) -3~58(F) 7=-23(F) 8~-23(F) 9=-12(F) 10=~12(F) SPACIR~ 2.6.6 Plates Increase 1.15 ~' 0,76 Lumber Increase 1.15 BC 0,26 Code IRC2000FTP]2002 (MatJix) LUMBER TOP CHORD 2 X 4 SPF No~2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 x 4 SPF Slud WEDGE Lef~ 2X4 SPF Stod DEFL m (loc) I/deft L/~ PLATES GRIP Vert(LL) .6.03 2-6 >999 360 Mit20 197/144 VerffTL) -0.08 2-6 >9~9 240 1832057~ S~ate ~ 1:27.3 LOADNG(ps0 SPACING DEFt. in (loc) t/deft TCL[. 20.0 plete~tncmase 1,15 I TC 0.55 Vert(LL) ~0.01 2.,6 >999 360 (R°°fSn°w=20'0) Lumberlnc~.,ase t,15 I BC 0,15 Vert(TL) .6.02 2.6 >990 240 TCDL 10.0 Rep Stress Incr YES I WB 0 11 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 COde IRC20OO/TP'2~0~.~_ I (M_~) ~v~,d(LL) 0.00 5 >999 240 BCDL LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD 0OT CHORD 2 X 4 SPF No.2 BOT CHORD VYEBS 2 X 4 SPF Stud WEDGE Left: 2 X4 SPF Stud Sheid~ed or 6.6~0 CC pudins, except end verticals, Rigid ceiling dimcl3y ap~ied or I 0-0-0 oc bracing. 7 8 ~o.oo ~ s) Uniform Loads (p~ LOAD CASE(S) Sara:lard Concentrated Loads (Ib~ Ve~ 6~-24(B) 3~-58(B) 7~-23(B) 8~,35(B) 9r-12(B} 10=-12(B) ,ooF TRUSS CARTER- LEE BUILDING COMPONENTS. MOORESVILLE. IN. 4615~ J I~FL in {icc) t/deft Lrd Vert(LL) ~0,00 2 >999 360 Ver~TL) -0.00 2 >999 240 I Horz(TL) ~.00 3 n/a n/a ~ Wtnd(LL) 0.00 2 ~" 240 PLATES GRIP BRACING TOPCHORD BOTCHORD LOAD CASE(S) Standard STATEOF 7 ~ MC 2423 7.00 I~ PI~(~ X(~0~L: 2:0-3-0.0-1 - t 2~_9],.[~, [1~ ~,~20:0~3-8.0-2-0~L ~-A~NG ~f) ~--- SPAC NG 2 DEFL TOP CHORD 2 X 4 S~ DSS TOP CHORD ~21 2 X 4 SPF No.2, 8-18 2 X 4 SPF No.2, 1 ~18 2 X 4 SPF 2-24 2 X 4 SPF No.2 PLATES GRIP MU20 197/144 MU20H t48/108 Weight. 267 lb FORCES (lb) - Maximum Compression/Maximum Tension BOT CHORD 24.25=-578/399, 23~24=.151314497, 22-23~148714536, 21-22---1829/6813. 20-21=-1392/6248, 19-20=-795/3779. NOTES 1 ) W~nd: ASCE 7-98; 90mph; h=25r~ TCDL=6.0psf, BCDL=6.0~, Cat. logy fi; ~ C; ermlosed; MWFRS gable end zone: cantilever left and right exposed; end ~ left and dght exposed; Lumber DOL=1.33 plate gnp DOL=1.33. 2) Unbalanced snow loads ha~e been considered for this design. 3) Overhang has been design for 2.00 times live load + dead toad. 8) ?? mechanical connec~on (by others) of buss ~o beadng plate ~ LOAD CASE(S) Standmd ~-)~RTER . LEE BUILDING COMPONENTS. MOORES~LLE . IN. 46158 12-90 Scale = 1:27.4 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTiON TO SASE TRUSS 5 67 LUMBER TOP CHORD 2 X4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X4 SPFStud BRACING TOP CHORD Sheathed or 6-0-0 oc purhns. BOT CHORD Rigid ca6~ng dimctiy apptied or 10-e-0 oc bracing, MexH°rz1='128(IoedcaseS) ca T 8=-13-" 'caseS) Max Gray 1--59(load case 6), 7=450oed case 3). 2=51 (load case 3), 6=55(Ioed case 5), 9=282(thed case 1 )~ 10=323(IOad case 2), 8=323(IOed case Job j~S2 ss ~OO" Tress Type J0610505 F TRUSS CARTER - LEE BUILDING COMPONENTS, MOORESVILLE, IN. 48158 6.200sAp~282005MiTektndust~es t~c. FdMay 13 12:07:582005 P~I~I FORCES (lb)- Maximum Compression/Maxa~um Tens~on TOP CHORD 1-2=0/51 2.3=.3448/503, 3-4=-2184/344,4-5=-2067/361.5-6=.1082/261.6.7=-11871265. 7.8=~825/204.6,g=~1094/187, 6.10=-t238/t82 BOT CHORD 2-15=.523/2876.14~1 -5=-475/2639,13-14= 278/1911, t2-13=-70/1279.11.12---71/1277,10-1 I=.g/56 L iNEBS 3-15=.~2611026,3-14=-1147/297.6.14~-213/1400 5-13~=-1482/327.0-13=-124/79g. 7-13---649/225.7-t2=0/164, non-concurrent with other live loads. ~"' ~G~I~G/. ~'// $)Provideadequatedminagetopmventwalerponding, ,~" '~ ............ ~0 ~ 6) This truss has bee~ deslgr~d for a 10.0 psf bottom chord live load nonconcu~ent w~fl any ~th~ ~ ~s. 2> ...:~C~ S T E~?~.~ ~ 7 Be~fingatjoint(s)2considersperaleltograinvalueusing~S~Pltang~gmi~ Buildir~gdesignershou!dwfif'/capac;~yof ~ ~: YJ~ C ~) ~tPom.vide mechanical c°nnecti°n (by °thers) °f tress t° beanng p~ath capable °f withstanding 213 lb uplift at m'nt 2 and 161 lb upl~ at ~mm ~ ~ E ~: ~ ,., . STATE OF .,,~ .............................. M - 16 2005~ ~ IS3~-- Truss Type 05 ROOF TRUSS -~R~COMPONENTS, MOORESVlLLE, IN 46158 1832057t 6.200 s Apr 28 2805 MiTek Induek~s, Inc. Fli May 13 12:07:58 ~ 1 Ver~Lg) -0.17 14-15 >999 360 - 1~ 0 ~ Lumberlncreese 1 15 BC 0.gg i Ve~TL) -0,42 13-14 >825 240 TCDL . Rep Slzess ncr YES ~ 0,81 HOCZ TL) 0.26 10 n/a fda PLATES GRIP might: 151 lb Sheathed, except end ~. Rigid cceil~g direc~y applied or 2-2-0 oc bracing. 't Row at midpt 5-13, 7-11 2) TCLL: ASCE 7-08; Pr=-20.0 psf (fiat roof snow); E.xp C; Fully 3) Unbalanced srlo~ loads have been toweled for this design. LOAD CASE(S) Standard TL~LL/~ (P~2o 0 0~ Plates ncrease 1.15 TC 1.00 TOP CHORD 2X4SPF No2 BOT CHORD 2 X 4 SPF 7-12 2 X 4 SPF NO.2. ~t0 2 X 4 SPF No.2 Ver~LL) .0,21 13-14 >999 360 MIl20 197/144 Ve,'t(TL) ~O.45 16-11 >76~ 240 Horz(TL) 0.27 10 n/a n/a Wthd(LL) 0,14 13 >999 240 Weight: 144 lb BRACING TOP CHORD Sheathed. ~pt end verticals BOT CHORD Rigid ceiling ~lrectiy applied or 8q~15 oc bra~ng. WEBS t R~w at midpt 6-12, 7-12.7~11, 6-10 !ss IROOF mUSS ~~~M~P~)~ ENT$, MOORESVI~E~ TOLL 20 0 1.15 TC 0,93 BCLL .0 ~ a~x TOP CHORD 2 X 4 SPF NO,2*~E BOT CHORD 2 X 4SPF No,2 *~p~ 2-152X4SPF 16~F 1.5E 6-132 X 4 SPF No.2 7-132 X 4 SPF No,2. 7-112 X 4 SPF No.2 I Vert(LL) -0.21 14 >999 360 MIl20 197/144 I Ved(TL) -0.~3 11-13 >732 240 I HOFZ(TL) 0.32 10 n/a n/a ~_. Wi~d(LL) 0.20 10-11 >999 240 V~ight 151 lb 4) This tress has been designed ~or greeter ~f rain roof live toad of 16.0 psf or 2,O0 times f~at roof I~d ~ ~.0 ~ on o~angSno~.concurrent W~h o~her li~ loads. lo. LOAD CASEIS) Standard JO6t0505 SSA jROOF TRUSS~ /1 CARTER - LEE BUILDING COk~*ONENTS. MOORES~LLE IN. 46158 5x8 Mil20: 092 ~ Vert(LL) -021 15 >099 360 I M 20 0'87 [ Ve~TL) -054 12-1~, >730 240 ~4 2 X 4 SPF No.2, 7-14 2 X 4 SPF ~.2.7-12 2 X 4 SPF No.2 GRIP BOT CHORD Rigid ceding dimc~y applied or 7-11-15 oc bracJ~g. WEBS 1 Row at midpt 5-14.6-t4. 7-12 ~ight ~'. en.d vertiCalo eft and right e~q~osed-, Lumberu DOL=I ,33 plate g 2) TCLL A$CE 7*98. PP~20. F~f (fiat mol snow); Exp C; F Ily Exp. 3) Unbelanced sr~3w toads have been considered for this design, nofl~oncurmnt ~ other live loads, bea,~ng surface. · ........................ Ma~_16~g005. BOT CHORD 2 X 4 SPF NO.2 2-15 2 X 4 SPF 16~F 1 .SE 2 X 4 SPF ~*~* ~ 3 2 X 4 SPF No.2, 7-13 2 X4 SPF NO.2, 7-11 2 X4 SPF NO,2 PLATES GRIP Mil20 197/144 ',A,~ight: 151 lb BOT CHORD Rigid ceiling direc~y applied or 2-2-00C braang. WEBS 1 Row at midpt 5-13.5-13.7-1 t LOAD CASE(S) Stamlard CARTER - LEE BUILDING COMPONENTS. MOORESVILLE . IN. 46158 Scale = 1:78,2 T L 200 ~ I ~L CL ' [ Plates Inc:~ase 1.15 ] TC 0.93 ~ Ve~LL) . ~7 2 X 4 SPF No.2 0-12 2 X 4 SPF No.2, ~12 2 X 4 SPF No~. ~10 2 X 4 SPF No.2 in (loc) I/deft Ud PLATES GRIP -0.2t 13 >999 363 MIl20 1971144 -0.53 10-12 >733 240 0.32 9 nm BRACING TOP CHORD Sheathed or 2-2-0 ~c purlins. BOT CHORD Rigid ceg~rDg direc~y apptied or 2-2-0 oc braang. WEBS 1 Row at midpt 4-12, 0-12, 6-10 s) Refer to girder(s) for truss to t~ss con~.l~, . ~ .~ ~.~',$1 E.~'.~ ,% ~ LOAD CASE(S) Sta~da~ ~ ~t~'--' l Tress Type CARTER - LEE BUILDING COMPONENTS, MOORESVILLE, IN. 46158 Sca~e = 1:1118 LUMBER TOP CHORD 2 X 4 SYP DSS BOT CHORD 2X4 SYP DSS WEBS 2 X 4 SPF Stud *Except* 7~17 2 X 4 SPF 1650F 1,5E. 2-29 2 X 4 SPF 1650F 1.5E TOP CHORD 1-2=3/64. 2-3--.-S421/1128. 34=-7813/1548, 4~5~-7600/1565.5-6=-824611506.6-7=-8193/t640. 7-8~3450/587. 8) The foS°wmg Joint(s) require PJete ~spec50n Per the Tooth Count Method when this truss is chosen ~ qual~a~m~ ~n: 17. ~ 9) Refer t~ glrder(s) for truss ~) t~uss cotll~=~on$. ~ e PLATES GRIP MIl20 197/144 MII20H 187/143 Wslght 235 lb BRACING TOP CHORD S hea~ee or 1-11-7 oc pudlns, except end vertic~s~ BOT CHORD Rig~ ceiling direcUy applied or 9.2-10 oc bracing, VV~BS I Row at midpt 7-16, 9-14 t832058 SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS TCLL ' I ~i~t~'incmase 1.15 I 360 BCLL 0.0 C~e IRC2~PI~0~ ~ 240 _BCD~ 10,0 L~BER TOP CHORD 2 X 4 SPF ~.2 TOP CHORD Sh~ or 6~ ~ pudins. BOT CH~D 2 X 4 SPE No,2 PLATES GRIP MIl20 197it44 Light: 20 lb SOT CHORD Rigid ceififlg directJy applle~ or 10-0-0 oc bracing FORCES (~b)- Maximum Compression/Maximum TenmOn TOP CHORD 1-2=-100/64, 2-3=-383/90. 3-4---383/96, 4~5=~18g/31 BOT CHORD 2-4=-34/3t7 NOTES t) W~nd; ASCE 7-98; 9Omph; h=25ft; TCDL=6,Ops~; BCDL=6.0ps~, CatagoP/ right exposed; end vet fica~ left anc[ right exFosed; Lumber DOL=t ,35 p~ate gdp DOL=I.33, 2) TCLL: ASCE 7-g8; Pr=20,0 I~f (fiat roof sllow); Exp C; Fully 3 Unb~enced snow k)a~ls have been consklered for this design, , 4) Tbls t~uss has been designed for a 10.0 psf bottom chord live level nonconcurrent with any other ~ve Im~ds, 5) Beadn§ at joint(s) 1.5 considers parallel to grain value using ANSI/TPI 1 angle ~ gm~ ~u~. Buiiding clesigner sh0uld verify capacity of bearing surface, 6) Provide mechanical conrmchon (by o~'~s) of truss to bearing ptato capeble of withstanding 46 lb uplift et joint 1 and 4~ b u~ift at Jmnt 7) BEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard 7 Sca~ = 1:72.3 TCDL - 1~ 0 I Lumber Increase 1 15 BC 0.75 I Verl(L) -0. 3- 0 ~t'LL 0'0 I Rep Stress tncr YES WB 0.72 i Horz(TL) 0.26 t0 ::,~.~ 10:0 I Code i?.c_2000rrPi200?. }_____~Matrix) I ___VVIn_d(LL) 0.15 _14 >9_ .___~ 240 LUMBER BRACING TOPCHORD 2X4SPF No.2 BOT CHORD 2 X 4 SPF NO.2 'Except' 2-15 2 X 4 SPF 1650F I.SE WEBS 2 X 4 SPF Stud "Except" 6-13 2 X 4 SPF No.2. 7-13 2 X 4 SPF No.2.7-12 2 X 4 SPF NO.2 TOP CHORD Sheathed, except end verbcels. I~OT CHORD Rigid ceiling directly applied or 8~3-10 oc bracing. Vv~BS I ROW at rnidpt 5-t3. 7-13.7-12. 6-12 GRIP 197/144 REACTIONS(Ib/s~ze) 2=1215~8. 10~-1144/0-,3.8 Max Horz2=377(Ioac{ case 6) 5) Provide adequate dreth~ge to prevent water pondmg. . . . ~ ~' ~'t~t E~'~%. ____ May 1_6_~_2_0~__5_ I ;~"-~---_~";,'~ I Plateslncmase 1.15 ~ TC 0.90 ~ Ve~LL) ~.23 11-13 >9~ 360 TOP CHORD 2 X 6 SPF No.2 BOTCHORD 2XIOSYP NO.1 VI/E BS 2 X 4 SPF Stud V~,~ght: 187 Il:, TOP CHORD BDT CHORD WEBS JOINTS 2-000C puffins (4-5-10 max.), except end vertiCals, and sheathsd or This truSS has be~m designed for a 10.0 psf 13ottom chord live load nonconcurrent with any other live loads. ~ay 16,200~ TCLL 20.0 T TOP CHORD 2 X 6 SPF BOT CHORD 2 x 10 SYP NO.1 DEFL m (loc) I/deft L/d PLAI'ES GRIP REACTIONS (Ib/s[~e) 9=1594/o-3-8. 13=1501/0~3~ Max HOfZ 13=~433(10ad c~se 5) Max Upliftg=- 15(Ioa~ case 8) Max Gravg=1730(Ioex1 case 3), 13=1599(Ioad sese 2) FORCES (lb) * Maximum Compre~siorvMaxJmum Tension right exposed; end vertical le~t end right exposed; Lumbar DOL=l.33 piate grip DOL=l~33. ) TCLL: ASCE ?-98: Pf=20.O psf (fiat roof snow); Exp C; Fully Exp. ) Unbalanced sr~,v ~ads have bee~ c~nsldered for ~is design. ) ThL~ tress has baen designed for greeter of rain mol live oad of 16.0 psf or 2.00 firnes flat roof load of 20 0 psf on overhangs 5) Th~ buss has bee~ desigtled for a 10.0 psf bottom chord t~ve load tlofl~rit with any other Ih/e k~ads. 6) Ceiling dead icad (5.0 psf) on membar(s). 2-3, 5-6, 3~5 8) Provide mechanical co~necl/on (by others) of buss fo beeriog plate cabable of withstanding 15 Ib uplift at joim 9. May 16,2005 / 5 ~ ~0'0 C~e IRC2OOO~PI2002 (~) ~ ~nd(LL) ~ioht 35 lb TOPCHORD 2X4SPFNo.2 TOPCHORD Sbeathedo~4~-11 ocpudins, exceptendVerbcals. BOT CHORD 2 X4 SPF No.2 BOT CHORD Rigid ce~lt tg dlrec~y applied or 10-0-0 oc bracing WEBS 2 X 4 SPF Stud W~DGE Lef~ 2 X4 SPF Stud EEACTION$ Ob/size) 4=251/Mecbenlcal. 1=25t/0-3-e Max Horzl=232(Ioad case 6) Max Upffi4=-54(Ioad case 7). 1 =-16(k:ad case 7) Max Grav4=295(toad case 2), 1 =333(Ioad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-228~6, 2-3=-62/87, 3~4---43/60 BOT CHORD 1-5--+39/104, 4-5=~63/80 NOTES I) Wind: ASCE 7-98; ~0mph; h=25ft~ TCDL=6.0pd; BCDL=6.0pd; Catego~/II; Exp ¢; enclose; MWFRB gable en dght exposed: end vert~caJ left and fight exposed; Lumber DOL=1.33 plate gdp DOL=1.33. 2) T~LL; ASCE 7-98; Pr=20.0 psf (flat ~oof snow); Exp C; Fully Exp~ NO 99004 STATE OF May 40,00 ~2~ 3x8 1;:; 5 _ _.._C.__~_{RC2000/TPI2002 ~ CSl / DEFL in ~oc) Ide~ Lid PLATES GRIP ~TC 0.36 I Ved(LL) ,6.01 2-6 >999 360 MIt20 1971144 BC 0 20 [ VerI(TL) -6.02 2-6 >999 240 ! WB 0.08 [ Horz(TL) 0.00 4 0/a n/a BRACING TOP CHORD 2-0-0 oc purl~da (6~D-0 max.), FORCES (lb) - Maximum Compmssion/Meximum Tens~3n TOP CHORD 1-2=0/50, 2.3=-345/46, 3-4=-345146, 45=0/50 BOTCHORD 2,6=0/t7t 4,6~0/17t LOAD CASE(S) Standard STATE OF ~ I~ a~i~ ~m T~ P~ In~ ~ ~Ono~ ~e, ~, WI ~719. ~ SPACING CSI DEFL in (~) i/deft L/d LOADING (ps0 TCLL 20,0 Plates I~se 1.15 TC 0.14 Vert(LL) n/a - n/a 999 (Roof E4~ew=20,0) Lumber Increase 1~15 BC 0.06 ~Vert(TL) n/a ~ n/a 999 TCDL 10.0 Rep Stress Incr YES W~ 0.02 ) 0.00 3 n/a n/a BCLL 0.0 I Co~e IRC2000/TPI2002 I (Matrix) ~TL pLATES GRIP Weight 15 lb BOT CHORD Rigid ce[~g dicectly applied or 10-C~0 oc bracing JOINTS 1 Brace at Jr(s); 2 REACTIONS (lb/size} 1=1071~4-13, 3=107/5-4-13, 4=154/5-4~13 STATEOF ~ ~ ~ May 16,2005 JOS105~5 R~R~O O F TRUSS 832 LOADING (ps0 TGLL 20,0 DEFt. in (loc) Fde~ L~ PLATES GRIP I TC 0,02 Ve~LL) n/e - n/a 999 MIl20 1971144 I BC 0,05 Vert(TL) n/a - n/a 999 ] ~ 0,00 j Horz(TL) 0.00 3 n~ n/a BRACING TOP CHORD ~heat~ecl or 34~4 Dc pudins SOT CHORD Ri~iM ~iitns ditoc~y apr~ied or 10~0~0 Dc bracing. 4 Sc'am = 1:1Z8 Sn LUMBER BRACING TOP CHORD 2 X4 SPF NO,2 TOP CHORD Sheathefl or 64~0 oc purlins. BOT CHORD 2 X 4 SPF No.2 PLATES GRIP BOT CHORD Rigid ceding dlreclly applied or 10-I)-0 oc bracing, LOAD CASE(S) Standard e_oN' Z - Z ~., ~ ~a ~ zn ~.~.- TOPCHORD - > z ~ TOP CHORD C~'O (DO--