Design Of Gantry Sheds

DESIGN OF CRANE GIRDER Building Data Height of eaves Height of Gantry C/C of rails No. of bays Col to col spacing Crane capacity (Kn)

7.5 6 12 8 6 50

Calculate data Crane girder wt (Kn) 100 Gantry ISMB300 Impact factor 25% Weight of crab 35 Wheel base 2.5 Max Conc load 85 Weight of Girder(kN/m 2 Height of stanchion(m) 6 Height of eaves(m) 2 Permanent side(33%) 0.33 Offset 0.75 Base below GL 0.5

m m m m

assumed ISMC300 kN m kN assumed m m m m

Calculations Self wt. of crane girder/m length

8.3

Max. Reactions due to crane girder on stanchion Ra (Kn) Rb

127.9 57.1

Max BM for Gantry girder when crane is at the centre Max wheel load of each wheel on gantry Distance of each wheel from support Rc Rd Max B.M due to Live load B.M due to impact(25%) BM due to weight of girder Max BM due to DL+LL(N-MM) Max Shear force Rc Required Section modulous Z(mm3) Selected Section I-section/C-section A Tf

64.0 1.8 64.0 64.0 111.9 139.9 9.0 148908854.2 101.3 1128097.4

ISMB350

ISMC200 6671.0

2821

14.2

11.4

tw b Ixx

8.1 140.0

6.1 75

136303000.0

18193000

Iyy

5377000.0

1404000

Cyy

NA

C.G of Compound section yt

133.7

Yc Iyy

21.7

222.4 of channel

36790624.0

Ixx of I-section(mm4)

151291136.0

Ixx gross(mm4)

188081760.0

Iyy gross Allowable bending stress ∂bc(N/mm2)

23570000.0 165.0

∂bt(N/mm2)

181.5

∂bc,claculated(N/mm2)

105.9

∂bt,claculated(N/mm2) Check ∂bc

176.1 Hence OK

∂bt

Hence OK

Provided I section

ISMB350

ISMC200

Calculations Wind load Grd Wind up to stanch.ht Wind up to eaves Total load(kN) reaction At eaves Over turning moment @ base(kN.m) Forces in stanchions Shear Force(kN) Moment(kN.M)

7.5 9.7 8.1 25.2 13.9 111.5 9.3 4.6 36.8

Design of Permanent side stanchions Roof leg above crane cap loading details Vertical Reaction from truss Load from side cladding say Own weight Total Horizontal From wind at roof level From surge at rail level Length Eff.Lxx Lyy Vertical load BM from wind From surge Select the setion Area of the section Section modulous(Z) rxx

Max

Min 30.0 3.0 1.5 34.5

15 3 1.5 19.5

4.6 2.8 4.1 2.8 34.5 12.6 0.0 ISMC 200 @ .22 kN/m 2821.0 181900.0

12.6

80.3

ryy

22.3

l/rxx

51.4

l/ryy

123.3

pc

From steel 131.0 tables(l/rxx)

pbc

From steel 61.0 tables(l/ryy)

Pc

163.8

Pbc

76.3

fc

12.2 ratio

0.1

fbc

69.5 ratio

0.9

Roof leg below Crane cap Loading details

Vertical Reaction from truss(70% of total) From cladding Own weight 50% of wind over turning force Total Length Spacing of lacings Effe.length lx

Max

ly

2.0 133.6 ISMC 200 @ .22 kN/m 2821.0

Verctical load(max) Select the section Area A(mm2) r xx r yy lx/r xx

Min 24.5 7.0 5.0

13.845 7 5

4.6 41.1 5.8 2.0

0 25.845

4.9

80.3 22.3 60.9

1.0 OK

ISMC 200 @ .22 kN/m

ly/ r yy

89.7

pc tables Lxx/rxx

122.0

Pc(N/mm2)

152.5

fc(N/mm2)

ISMC 200 @ .22 kN/m

47.4 OK

Crane leg below crane cap loading details

Vertical Above(27%) From Crane kN From girder kN Own weightkN 50% of w.O.t Total Length effe.length lx ly Vertical load max Setion Area r xx

Max

Min 9.3 185.0 12.0 5.0 4.6 216.0 5.8

5.3 83.25 12 5 0 105.5

4.9 2.0 377.9 ISMC 200 @ .22 kN/m 2821.0 80.3 60.9

lx/r xx fc(N/mm2)

134.0

Pc tables Lxx/rxx

122.0

Pc(N/mm2)

152.5 OK

ISMC 200 @ .22 kN/m