Design Steps of 1. Foot Bridge 2. Stringers 3. Cross Girder

1. DESIGN STEPS OF FOOT BRIDGE By Gaurav Ghai
Gauravghai18jan@gmail.com
Basic Information Required:-
1. Type of Girders = Lattice Stype (Say)
2. Span of Girders = 16 m c/c of bearings
3. Cross Girder Spacing = 2 m
4. Walking Width = 2.50 m (Clear Width)
5. Pedestrian Load = 4000 N/M2
6. Flooring to be made of timber planks supported on cross girders
Step 1 : Design of Flooring / Planks
Dead Load of Planks 60 mm Thick = 8000 N/m3
Therefore = 60/1000 x 8000 = 480 N/m2
Live Load = 4000 N/m2
Total Load = Deal Load + Live Load
Consider 1 meter wide strip of Plank
A) Check for Flexure Stress:-
 Maximum BM = wl2/8
 Equate Maximum BM = Moment of Resistance
 1/6xfxbxd2 = Maximum BM
 Calculate Stress f in N/mm2
 Permissible Bending Stress in Planks = 10 N/mm2
 Therefore Calculated stress < Permissible Stress in Planks.
 If this check fails then increase the depth “d” of the Planks.
B) Check for Shear Stress:-
 Maximum Shear Force = wl/2 N
 Shear Stress = Max. Shear Force /b/d N/mm2
 Mean Shear Stress = 1.5 x Shear Stress N/mm2
 Permissible Shear Stress = 0.8 N/mm2
 Therefore Mean Shear Stress < Permissible Shear Stress Planks.
 If this Check Fails then increase the depth “d” of the Planks.
C) Check For Deflection:-
 I i.e. Moment of Inertia of the 1m Wide Strip = bxd3/12
 Maximum Deflection d = 5 wt4 / 384 EI
 Permissible Deflection = span/325
 Therefore Maximum Deflection < Permissible Deflection.
 If this Check Fails then increase the depth “d” of the Planks.

2. Step 2 : Design of Cross Beams
 Clear Width of Footway=2.50 m
 C/C Distance between Girders = 2.50+0.15+0.15=2.80 m
 Load on One cross Beam = 2x2.5x(Dead Load+Live Load)
 Self wt. of cross beam = 300 N (Assumed)
 Total Load = Load on one cross beam + Self Wt. of cross beam
A) Check for Flexure:-
 Maximum Bending Moment = Total Load x c/c distance between
girders / 8 = Total Loadx2.8/8 N/m
 Permissible bending stress = 165 N/mm2
 Therefore Calculated Maximum bending stress < Permissible
Stress.
 Section modulus required = Maximum BM x 103 / Permissible
Stress
 Check Section ISLC in Steel Table with section modulus greater
than calculated above and provide that section for example ISLC
125 has 57100 mm3 of Section Modulus.
Step 3 : Design of Main Girders
Loads
 Dead Load transmitted from cross beam =
= Total load of cross beam-2xclear walking width x Live Load /
2/distance between cross girder
 Weight of One Truss (assumed) = 400 N/m
 Total Load on one truss = Dead load as calculated above +
Weight of one truss
 Live load on one truss = Live Load x Clear walking width / 2
Check for self weight of the truss i.e. 400N/m Assumed by Hudson
Formula can be made:
MEMBER L3L4
Height of ILD = a(l-a)/lh

3. Total Load on one truss = Live load on one truss+Total Dead load on one
truss N/m
Maximum Tension in member L3L4 = Area of the ILD x Load Intensity
Allowing a Stress of 150 N/mm2 net area required for this member
 A = Maximum Tension in Member / Allowable Stress(150N/mm2)
Weight of Two trusses including bracings = 0.785xA N/m
Weight of one truss with bracings = Wt. of Two trusses/2
Weight of one truss assumed = 400 N/m < Weight of one truss with
bracings calculated above , Hence Safe.
Step 4 Analysis of the truss
 Dead Load on the Truss = Calculated Above
 Live Load on the truss = Calculated above
 Dead Load +Live Load
Forces in the members of the truss:
A) Top Chord Members (All are in compression)
Say Member UoU1
 Maximum Compression = (DeadLoad+Live Load)xarea of ILD
Similarly Calculate for all top chord compression members
B) Bottom Chord Members ( All are in Tension)
 Force in tension = force in compression in another member but
the member is in tension.
 For example Compression in Member U1U2 = Tension in Member
L2L3
C) Vertical Members
Member U1L1
Area of + ILD
Area of –ILD
Dead Load force in member = Dead load on the truss x (Area of +ILD-
Area of –ILD)
Live Load compression = Live load on the truss x Area of +ILD
Live Load Tension = Live load on the truss x Area of - ILD

4. Extreme Value
 i)Dead Load force in member +Live Load compression
 ii)Dead Load force in member – Live Load Tension
Similarly it is done for all the vertical members.
D) Diagonal Members
Member U1L2
Force in the member = Force in U1L1 cosec (Theta)
Note: Calculate both for compression and Tension Forces as occurring in
Vertical force calculations.
E) Design of Top Chord Member
Maximum force in Top Chord Member
Length of Top Chord Panel = 2 m
From Steel Table
Try 2L 60x60x8 mm
Area = 1792 mm2
r=18 mm
Slenderness ration = l/r
Corresponding to l/r
Safe Compressive stress = 85 N/mm2
Safe Load = 85 x Area N

5. DESIGN STEPS OF STRINGERS Gaurav Ghai
Gauravghai18jan@gmail.com
Stringer Spacing = 2m c/c
Cross Girder Spacing = 4 m c/c
Stringer Support = Super Imposed Dead Load (SIDL)+Live Load +Impact
Load
SIDL (Super Imposed Dead Load):
 Weight of Stock Rails = 0.60 kN/m
 Weight of meter guard rails = 0.40 kN/m
 Size of Timber Sleepers used = 2.80 m x 250 mm x 250 mm
@450 mm c/c spacing
 Unit weight of Timbers = 7.50 kN/m3
Step 1 Loads
i) Dead Load
 Weight of stock rails per track per meter, (2x0.60) = 1.20 kN/m
 Weight of Guard Rails per track per meter, (2x0.40)=0.80 kN/m
 Weight of Fastenings (assumed) = 0.20 kN/m
 Weight of sleepers = (100/45)x(2.8x250x250x7.50/1000/1000)
= 2.90 kN/m
 Self weight of stringers per track per meter (assumed) = 0.200
kN/m
 The dead load per track per meter = 7.12 kN/m
 Span of stringers = 4 m
 Total dead load per track for two stringers = 7.12x4 = 28.48 kN.
ii) Dead Load, Live Load and Impact Load
Consider the span is fully loaded.
Impact factor = 1.00
Impact Load = 1.00 x L.L
For Bending = (½)x BM due to Dead+Live+Impact Load
For Shear = (½)x SF due to Dead+Live+Impact Load
Step 2 Bending moment: BM occurs at the center
 BM=ML/8 = Mx4/8 kN-m
Step 3 Shear Force: At the End
SF= Total SF calculated above /2 kN

6. Step 4 Section Modulus:
 Z = M/Sigma cbc where Sgma cbc is permissible stress in
bending = 165 N/mm2
From steel table select ISLB section whose Zxx is greater than Z
calculated above and note down its following things:
Zxx , h and tw
Step 5 Shear Stress:
Tv= Shear Force at the end/ height of section selected above / thickness
of web tw and it should always be less than 100N/mm2 otherwise revise
the section. Hence Safe.
Provide the detail of the section provided.
The connection of stringer with cross girder is deigned for end reaction.

7. DESIGN STEPS OF CROSS GIRDER Gaurav Ghai
Gaurav Ghai
STEP 1 LOADS:
Effective span of cross girder = 4m.
The dead load is transferred as the point load at 1m from the ends of the
cross girder.
Self weight of cross girder = 3kN/m (assumed) , it acts as a uniformly
distributed load.
The Cross girder is subjected to maximum live load when both the
adjacent spans are loaded.
EUDLL for 8m span = 1056 kN
Impact factor=0.909
Impact Load = 1056x0.909 =960 kN
Live Load + Impact Load = 2016 kN
Half of the Live Load and Impact load is carried by the cross-girder as two
point loads at 1m from each end.
Point load due to super imposed dead load (1/2 x Dead load per track for
two stringers as calculated in design of stringers)
Point load due to live load and impact load ½ x (1/2x 2016)
Total point load = Sum of the two calculated above kN
Draw the loading diagram with udl and point load at 1m from the edges.
The Reaction at the ends= Total point load+ udl load x span length kN
Step 2 Bending Moment: At center
 M = Reaction at each endxspan/2-point loadx1-udl
loadxspan/2x1 kN-m
 Allowable Stress in Bending = 165 N/mm2
Step 3 Section Modulus
Z = M/Sigma cbc where Sigma cbc = 165 N/mm2
From steel table select ISWB section having Zxx greater than Z calculated
above.
Step 4 Shear Stress

8. Tv= Shear Force at the end/ height of section selected above / thickness
of web tw and it should always be less than 100N/mm2 otherwise revise
the section. Hence Safe.
Provide the detail of the section provided.
The connection of stringer with cross girder is deigned for end reaction.