# Design a deck type plate girder railway bridge for single tract

### Design a deck type plate girder railway bridge for single tract B.G. main line loading for the following data:

1.      Effective span                          :           24 m.
2.      Spacing of plate girder             :           1.9 m c/c
3.      Weight of stock rails                :           440 N/m (90 lb/yard rails)
4.      Weight of guard rails                :           260 N/m
5.      Weight of fastenings etc           :           280 N/m of track
6.      Timber sleepers                       :           250 mm x 150 mm x 2.8 m @0.4 m c/c
7.      Density of timber                     :           7.4 KN/m3
Take permissible stresses as per Railway Steel Bridge Code.
Solution:
Step 1 Computation of loads, B.M. and S.F. in Plate girder
Weight of main rails per metre run of track                = 0.44 x 2        = 0.88 KN/m
Weight of guard rails per metre run of track              = 0.26 x 2        = 0.52 KN/m
Weight of fastening per metre run of track @ 0.28 KN/m                 = 0.25 KN/m
Weight of sleeper per metre run of track =             = 1.94 KN/m
Self weight of girder for B.G. main line loading is w = 0.78 L         = 18.72 KN/m
Total dead load per meter run of track           = 3.62 + 18.72 = 22.34 KN/m
EUDL for B.M., for BG (revised) for loaded length L = span = 24 m is 2034 KN
CDA = 0.15 + (8/(6+L)) = 0.15 + (8/(6+24)) = 0.417
Impact load (I.L.) for B.M., = 2034 x 0.417 = 848.2 KN
Hence total load per track = 536.2 + 2034 + 848.2 = 3418.4
Hence load per girder, for B.M. = 0.5 x 3418.4 = 1709.2 KN
Mmax = (WL/8) = (1709.2 x 24) / 8 = 5127.6 KN/m
This occurs at the mid span of each girder. B.M. at distance x from the mid span is
Mx = 5127.6 – (1709.2/24) x X2/2 = 5127.6 – 35.61X2
Fro end sections, L = 24 m
Hence EUDL for shear = 2231 KN
CDA = 0.15 + (8/(6+24)) = 0.417
Impact load,                = 2231 x 0.417            = 930.3 KN
Total (L.L + I.L)                     = 2231 + 930.3 = 3161.3 KN per track
Hence, (L.L + I.L)                  = 0.5 x 3161.3 ≈ 1580.6 KN
S.F. due to (L.L + I.L)                        = 0.5 x 1580.6≈           = 790.3KN
Dead load shear per girder      = 0.5 x 268.1 = 134.1 KN
Total S.F. at each end of a girder       = 790.3 + 134.1 = 924.4 KN
For any section x from one end, L = l – x
Let We be the total L.L. + I.L. one length L for each girder Fx = RA = (We (l-x))/2l
For section at 2 m from end, L = 24 – 2 = 22 m
EUDL for shear = 2102 KN
CDA = 0.436
(L.L + I.L) = 2102 (1 + 0.436) = 3018.4 KN
For both girders, (L.L + I.L) for each girder = We = 0.5 x 3018.4 = 1509.2 KN
F2 = (1509.2 (24 – 2)) / (2 x 24) = 691.7 KN
At x = 2m, F = 134.05 – 111.17 x 2 = 111.7 KN
Total shear = 691.7 + 111.7 = 803.4 KN
Step 2. Design of central section of plate girder:
Mmax = 5127.6 KN-m.
Economical depth d = 1.1 √(M / tw σb) = 1.1. √(5127.6 / 10 x 138) = 2120 mm
D = 1.1. √(5127.6E6 / 12 x 138) = 1936 mm
Hence adopt d = 2000 mm and tw = 12 mm.
Area of web Aw = tw x d = 12 x 2000 = 24000 mm2
Area of flange Af = (M/σbt x d) = (5127.6E6/138 x 2000) = 18578 mm2
Net are of flange plates Ap = (2/3)Af – (1/8)Aw = (2/3)x18578 – (1/8)x24000 = 9386 mm2
Keep gross area of plates = 1.2 x 9386 = 11263 mm2
Provide two plates 500 x 12 mm each having Ap = 2x500x12 = 12000 mm2
Net area of flange angles Aa` = Af /3 = 18578 / 3 = 6193 mm2
Keep gross area of flange angles Aa = 1.25 x 6193 = 7740 mm2
Gross area of each angle = 7740 / 2 = 3870 mm2
Choose 2 ISA 200 x 150 x 12 mm @ 13.8 kg/m, each having A = 4056 mm2
Step 3. Design of riveted jointing connecting flange angles with the web:
(L.L. + I.L.) per girder, per mm run = (0.5 x 224.6) / 1200 (1+1) = 0.187 KN/mm
Dead load of track, per girder = 0.5 x 3.62 = 1.81E-3 KN/mm
Total load w on compression flange = 0.187 + 0.00181 = 0.189 KN/mm
(a)   For compression flange:
P = 59.86 / (((924.4/2000) + (14112/14112+4000))2 + 0.1892) = 147.2 mm
(b)   For tension flange:
P = ((59.86 x 2000)/924.4) x ((7080 + 3000)/7080) = 184.4 mm
Max. permissible pitch = 16 x 12 = 192 mm.
Hence provide uniform pitch of 180 mm throughout the length.
Step 4. Design of riveted joint connecting flange plates to flange angles:
(a)   Connection of flange plate to flange angle in compression flange, at ends
V = 924.4 KN and one plate is available in top flange.
Af = 8112 + 1200/2 = 14112 mm2
Bearing = 21.5 x 12 x 232E-3 = 59.86 KN, R = 36.3 KN
P = ((36.3 x 2000)/924.4) x ((14112 + 4000)/6000) = 237 mm
(b)   Connection of flange plate to flange angles in tension flange at 3.66 m ends:
Af = 7080 + 10968 / 2 = 12564 mm2
(1/8)Aw = 3000 mm2. V = 703 KN.
P = ((36.3 x 2000)/703) x ((12564 + 3000)/10968/2)) = 293 mm.
Step 6. Design of end stiffener:
End reaction = 924.4 KN
Permissible bearing stress = 185 N/mm2
Bearing area required = (((3/4) x 924.4E3)/185) = 3748 mm2
4ta (150 – 10) = 3748
Which gives ta = 6.7 mm
However provide 150 x 75 x 8 mm angles having A = 1742 mm2
Actual length of stiffener = 2000 – 2 x 12 = 1976 mm
Effective length of stiffener = (3/4) x 1976 = 1482 mm
l/r = 1482/69.3 = 21.4
Hence Load carrying capacity = 132.65 x 10568E-3 = 1402 KN.
Design of riveted connection for the end stiffener:
Strength of 20mm dia. rivets in double shear = 2 x (Π/4) x 21.52 x 100E-3 = 72.6 KN
Strength of rivets in bearing on web = 21.5 x 12 x 233E-3 = 59.68 KN
No. of rivets required = 924.4/59.86 = 16
Hence provide 8 rivets, in each row, thus making a total of 16 rivets.
Step 7. Design of intermediate stiffeners:
V = 924.4 KN
Shear stress, fs = (924.4E3 / 2000 x 12) = 38.5 N/mm2
Hence for d = 1700 mm, tw = 12 mm and fs = 38.5 N/mm2
While for overall depth of 2438 mm, depth of 2048 mm.
Try 2 ISA 125 x 75 x 8,
Outstand face of web = 125 mm
fs = (682.6E3 / 2000 x 12) = 28.4 N/mm2
Hence Max. spacing = 1900 mm.
Maximum permissible spacing = 1830 mm as per railway bridge code.

The Design procedure is completed.