Crane Beam Design

DESIGN OF 'I' CRANE BEAM Location:‐ Overhead Gantry Crane Section Type: Rolled section Span L = 5900 mm    Ley       = 5900 mm Lex     = (BC1:2008)

Diagonal Brace

0

Braced length=

mm(both ends)

5900 mm 310 N/mm2 310 FPC available

Original strength = Design strength=

(Cl 4.7.5) (Cl 3.1.1: table 9)

I Section

310 Rolled section Pyd  =

310 N/mm2

TFW=

200 tTF= 14 tW= 9 H= 450

ŷ

tBF= 14

TBW= 200 Area A= ŷ= x=

9398 mm2 224 mm 100 mm

Ixx= 32259.9 cm4 Iyy= Zxx bottom= Zxx top = Zyy = Sxx= Syy= rxx= ryy= Torsional index x=

1869.23 1440.24 1427.36 186.923 1621.49 288.546 185.274 44.5978 35.6557

cm4 cm3 cm3 cm3 cm3 cm3 mm mm

 Section height H= Top flange width=  Top flange thick= Bot. Flange width=     Bot.Flange thk=              Web thick =

1.6 315 1.5 230 19.3

Deflection δx =

34.8 mm 230 506 632 51 462

Section Classification Outstand element of compression flange (compression due to bending)

ε= 0.94186 b/T= 6.82143 ACTUAL WIDTH

beff= 510.99 mm Aeff= 9398 mm2 y= 225 mm Ixx= 40905 cm4 Iyy= 1869.2 cm4 Eff.Zx top= 1818 cm3 Eff.ZX bot= 1818 cm3 Eff.Zy= 186.92 cm3 Torsional index x= 35.656

Sxx= 2044.3 cm3 rxx= 208.63 mm ryy= 44.598 mm

to be revised

Section Capacity Check Cl 4.8.3.2

(Cl 4.2.3) Max Shear Fv = 462.1 kN Shear Capacity Pv = 706.4 kN Adequate for Shear

Fc= 0 kN Mxx= 506.24 kNm (without impact) Mxx= 632.24 kNm (with impact) Myy= 50.624 kNm Mcx= 502.662 kNm Mcy= 89.4491 kNm

(Cl 4.2.5)

Fc / Ag.Py  Mxx/ Mcx Myy/ Mcy  1 Without impact Unity ratio =  1.10783

>1

NOT OK

Unity ratio =

 >1

NOT OK

With impact 1.3585

Member buckling check Cl 4.8.3.3.1 Table 26

mx = 0.95 my = 0.95 Pcx = 2809.7 kN Pcy = 962.04 kN Pc = 962.04 kN

Fc / Pc  mxMxx / Mcx  myMyy / Mcy  1 Without impact Unity ratio =  1.49442

 >1

NOT OK

Unity ratio = 1.73255

 >1

NOT OK

With impact

Lateral Torsional buckling check Cl 4.8.3.3.1 table 18 table 26 (Annex B.2.4)

mLT=

0.8

my =

0.9

λLT   = uvλ√βw λ= Ley/Ƴyy = 132.29 Iyc= 933.33 Iyt= 933.33 η= 0.5 ψ= ‐0.0024 v= 0.8781 γ= 0.9421 u= 0.8765 λLT   = 101.82

(Annex B.2.1)

Bc= Bt=

200 mm 200 mm

Tc=

14 mm

Tt=

14 mm

hc=

219.0 mm

ht=

217.0 mm

dc=

212.0 mm

dt=

210.0 mm

hs=

436 mm

Ix= x= βw=

32260 cm4 36 1

Pb  PE Py /[LT  (LT  PE Py ) 0.5 ] 2

PE  ( 2 E /  LT ) 2

PE= 195.18

 LT  [ Py  ( LT  1) PE ] / 2 (Annex B.2.2)

 Lo  0.4( 2 E / PY ) 0.5 λLo= 32.315

αLT= 7

ηLT= 0.4865 φLT = 300.06 N/mm2 Pb = 128.21 N/mm2 Mb = 207.89 kNm

Fc / PCY  m LT M

xx

/ M b  myM

Without impact Unity Ratio= 2.4575  >1 Without impact Unity Ratio= 2.9423  >1

yy

/ M cy  1

NOT OK NOT OK

Web Buckling Check Maximum Wheel load = 230 kN dep =300mm

a =2000mm

de =800mm

With Stiffener

a =2000mm d=

12

12

422 10

Maximum Support Reaction= 462.1 kN (Cl 4.4.4.2)

Susceptibility of Shear buckling

10

a = dep =

2000 mm 300 mm

Ts1 =

12 mm

Ts2 = de =

10 mm 800 mm

Limiting d/t = 70ε = 58.395 Actual d/t = 46.889  Rtf End post capacity is Adequate Ftf= 1.5872 kN  

(Cl4.5.2)

Web Bearing Check 15tw

15tw Design strength of stiffener= 310 N/mm2 ε= 0.9419

 bs =100mm       tw  be =6mm  bs =100mm       ts

Check the stiffener at support Thickness of stiffener ts=

12 mm

Limiting outstand 19εts= 214.74 mm Effective outstand 13εts= 146.93 Provided otstand= 100 Distance to end from stiff bearing end  be= 6 (Fx‐Pbw)≤ check stiffened web

mm mm mm Ps 2 2112 mm

As,net= Ps=

(allowance 12mm for weld)

654.72 kN

Pbw= (b1+nk)tpyw = 191.394 kN (Fx‐Pbw)= 270.706 kN The bearing capacity of stiffened web is adequate check buckling resistance

Fx≤ Px Iy= 9137166 mm4 As= 5956.32 mm2 ry= 39.1667 mm 560 mm

Le= From table 24, strut curve c

λ= 14.2979 pc = 310 N/mm2 Px = 1846.46 kN Buckling resistance of stiffener adequate

Design Summary Catogory Section Capacity Check Member buckling check Lateral Torsional buckling check Web Buckling Check Web Bearing Check Overall Capacity Deflection Check

Vertical Lateral

L/600 L/500

Limiting  Ratio 1.00 1.00 1.00 1.00 1.00 1.00 9.8 11.8

Section Fail

Ratio 1.36 1.73 2.94 0.65 0.41 2.94

‐‐‐‐‐‐‐ Section Overstressed

19.30 34.80

‐‐‐‐‐‐‐ Deflection Fail