hope it should be useful to know about the flyover

1. ANALYSIS AND DESIGN OF STEEL
FLYOVER
AT VANDALUR JUNCTION

2. BATCH MEMBERS
J.LOKSUNDAR (412714103030)
J.NISHA JANU (412714103043)
S.PEER MOHIDEEN (412714103044)
V.VIGNESH (412714103307)
PROJECT SUPERVISED
BY
Mr. S.E KAARTHIC M.E.
ASSISTANT PROFESSOR

3. CONTENTS
• Introduction
• Aim and Objective
• Scope
• Literature review
• Methodology
• Materials used
• Design
• Conclusion

4. INTRODUCTION
A flyover is a overpass, a high level road bridge that crosses over
a highway interchange or intersection.
It is a grade separated structure connects a road at different levels
for the purpose of reducing vehicle congestion.

5. NEED FOR STUDY
 To overcome the traffic congestion caused due to institutional, infrastructural and
industrial growth in that area, the location has been changed as one of the most
congested area.
 This locality needs a suitable remedy to overcome this problem. Therefore, we
have planned to design and provide the flyover in this locality.
AIM
To analyze and design of Steel flyover at Vandalur Junction

6. OBJECTIVE
Analysis and designing of flyover :
• STAAD pro for analysis.
• IRC and IS code books for designing .
• Design of deck slab, longitudinal girder , cross girder, piers and pile foundation.
SCOPE
• It will play a major role in streamlining the traffic control system.
• It will reduce the risk of accidents.
• Through flyover plenty of time can be saved avoiding congestion

7. LITERATURE REVIEW
AUTHOR TITLE DESCRIPTION
K. Kreislova Evaluation of corrosion protection
of steel flyover bridges
In this research, it helps to know about corrosion protection of steel
flyover including evaluation of microclimate corrosivity and
critical areas of bridge steel constructions during their service life.
Causes of corrosion in the steel flyover are described very well in
this research.
Sudhir Yadav Supply Chain Management in
Flyover Projects in India
In this research, paper explores the application of supply chain
management (SCM) in the Indian construction industry . A case
study approach was followed for the research work. Structured
interviews were conducted to understand the SCM practices in
flyover projects in India.
B.Sankar Evaluation and Design of Flyover
using Staad pro
In this research , Grillage analogy methodology and style the
foremost effective skew bridge by victimization STAAD
professional software package.

8. AUTHOR TITLE DESCRIPTION
Abdulkadhar bin ayat Analysis and design of hammerhead
flyover
In this research, learnt about the focus on comparison the
reinforcement detail drawing produce previously
designed using the strength method and reinforcing
requirement using strut-and-tie model.
G.T.Webb Analysis of structural health
monitoring data from Hammersmith
flyover
In this paper aims to show that value can be derived
from detailed analysis of measurements from a number
of different sensors, including acoustic emission
monitors, strain, temperature and displacement gauges.
Ioannis G. Raftoyiannis Strengthening of steel flyover bridge In this research, it helps to know about to ensure the
strength and load carrying capacity of the and also
estimating of the remaining life of the bridge against
fatigue has been discussed very well.

9. METHODOLOGY

10. SELECTION OF SITE
 Vandalur junction is one of the adversely affecting traffic congested area.
This is because of growth of population and industrial development area.
 There are large numbers of educational institutions, universities, IT
companies in nearby circumstances.
 Vandalur junction is proposed site that we had chosen for the design of
flyover.

11. LOCATION

12. DESCRIPTION OF MATERIALS
CEMENT
 We use OPC grade 53 for constructing bridge structures like piers and deck slab etc.
CONCRETE:
 We use M20 grade of concrete for designing the abutment and piers.
REINFORCED STEEL:
 We prefer HYSD reinforced bars Fe415 for bridge structures.
FOUNDATION:
 We use pile foundation due to the safe bearing capacity of soil .

13. DESIGN OF DECK SLAB
Panel dimensions = 2m x 4.75 m
Dead weight of slab = (0.3×1x 24)
= 7.20 kN/𝑚2
Dead weight of W.C =(0.08×1x 22)
= 1.76 kN/𝑚2
Total load = 9kN/𝑚2

14. Live load bending moment
Short span moment MB =31 kNm
Long span moment ML = 10.5 kNm
Dead load bending moment
Short span moment MB =34.15kNm
Long span moment ML =11.34 kNm
Depth of the deck slab
Overall depth =300mm
Effective depth =260mm

15. Short span
Area of reinforcement = 722 mm2
Diameter bars = 12 mm
Numbers of bars = 20 nos
Spacing = 140 mm c/c
Long span
Area of reinforcement = 250 mm2
Diameter bars = 10 mm
spacing = 150 mm c/c
Number of bars = 15 nos

16. CROSS SECTION OF DECK SLAB

17. MOVING LOAD ON DECK SLAB
Influence Surface Group = 1
Design code = IRC Chapter3
Design effect = Node 70: Displacement (Y);
Loading Class = Class AA Loading
Impact factor : 1
Max. Effect = -3.85488 mm
RESULT
The correspondent 1 effect = -0.645556 mm
The correspondent 3 effect = 0.0363094 mm
The correspondent 4 effect = -0.000486124 rad
The correspondent 5 effect = 2.79581e-005 rad
The correspondent 6 effect = 0.000631681 rad

19. DESIGN OF STEEL PLATE GIRDER
Spacing of main girders = 2m
Spacing of cross girders = 4.5m
Dead load on girder =(9x2) = 18kN/m
Self weight of girder (0.2L +1) = 4 kN/m
Total load W = 22 kN/ m
Self-weight of main girders = (2x1) =2kN

20. Dead load moment
The maximum dead load moment is computed as
Mmax = [(22 x 182)/8 + (2 x 18)/4 + (2 x 4.5)] = 909kNm

21. Live load moment
The maximum live load moment is computed as
Mmax = [(350 x 9)/2- (350 x 0.9/2] = 1418kN

22. SHEAR FORCES
Dead load shear = [(22 x 18)/2+2/2] = 210kN
Live load shear with impact factor
= 1.1[(350x16.2)/18] = 347kN
Total design shear = V = (201 + 347 ) =548kN.

23. proportioning of I section girder
Web plate = 1000mm x 10 mm
Flange area required =13303mm2
Flange plates = 500 mm x 30 mm
check for maximum stresses
allowable average shear stress is 87N/mm2
Hence the average shear stress is with in safe permissible limits.

24. connection between flange and web
Use 5mm fillet weld, continuous on either side.
intermediate stiffness
Spacing of stiffeners = 1000 mm
Intermediate stiffeners = 10 mm x 80 mm
connection of vertical stiffness to web
Use 100mm long, 5mm fillet welds alternately on either side.
connection between bearing stiffener and web
Use 100mm long 5mm welds alternately.

25. PROPERTIES OF PLATE GIRDER

26. pitch of shear connectors
Hence adopt a pitch of 400 mm in the
longitudinal direction.

27. CROSS SECTION OF STEEL PLATE GIRDER

28. DESIGN OF PIER
Length of the column L = 5.2m
Total loads from deck slab as 25 kN/m = 25x 20=500kN
we taken100 % of deck slab load i.e 1000 kN
Grade of concrete M20
Grade of steel Fe415

29. Size of column calculation
Provide the diameter of the column = 350 mm
Check for eccentricity
Emin =
𝑙
500
+
𝐷
30
=
5200
500
+
350
30
= 29 mm
Emin ≤
0.05x350 = 19 mm
Emin= 29 mm > 0.05D

30. Try 750 mm size column diameter
Emin =
𝑙
500
+
𝐷
30
=
5200
500
+
750
30
= 36 < 20 mm
Hence emin = 36 mm
Also check, Emin ≤
0.05x750 = 37.5 mm
Emin= 36mm < 0.05D
Now it is axially loaded column
Le/D =
3676.4
750
= 4.90 < 12, also it is short column

31. Longitudinal reinforcement calculation
Area of longitudinal reinforcement Asc = 2782.53 mm2
diameter bar = 20 mm
No of bars = 30 nos
Provide minimum Asc = 30 nos- 25 mm diameter bars.
Design of ties
From clause 26.5.3.2, IS456 – 2000
Dia of ties >
1
4
x largest dia of longitudinal bar =
1
4
x 25 = 6.25 mm ≈ 8 mm
Provide 8 mm diameter spiral of ties

32. design of pier cap
effective depth = 500 mm and overall depth= 550 mm
area of reinforcement Ast =
300×106
230×0.9×500
= 2890mm2
diameter bar = 20 mm
No of bars 30 nos
Provide 30 Nos of bar at 20 mm dia bar
spacing of bar = 200mm
adopt 20 mm diameter bars at 200 mm centres

33. Distribution reinforcement= 1990 mm2
diameter bar = 16 mm
No of bars = 15 nos
Provide 15 Nos of bars at 16mm dia bar
Adopt 16mm diameter bars at 250 mm centres as distribution steel
Maximum shear force = V = 500 KN
Shear stress = τv =
𝑣
𝑏𝑑
=
500×103
1500×500
= 0.40 N/𝑚𝑚2
Using 10 mm diameter stirrups (8 legged), spacing is given by
Sv=
8×79×230×500
500×103 = 242.5 mm
Adopt 10 mm diameter stirrups at 250 mm centres.

34. REINFORCEMENT DETAIL OF PIER AND PIER CAP

35. Grade of concrete = M20
Grade of steel = Fe415 (HYSD BARS)
Length = 5200 mm
Cross section = 1500 mm
Cover = 40 mm
Required steel area = 2769.74 sq.mm
Required concrete area = 1766951.75 sq.mm
Main Reinforcement : provide 25-12 dia (0.16% 2827.43 sq.mm)
Ties Reinforcement : provided 8 mm dia helical ties @ 55 mm c/c
Section capacity based on reinforced required (K)
PUZ = -1020.84 kN; Interaction ratio = 0.063 (as per CL.39.6, IS456:2000)

36. PROPERTIES AND REINFORCEMENT DETAILING OF PIER COLUMN

37. DESIGN OF PILE FOUNDATION
proportioning of pile arrangements
Length of pile above the ground level = 0.5 m
Length of pile below ground level = 5 m
Total length of pile = (5 +0.5) = 5.5 m
Size of pile = 300x300 mm
Length of pile = 5.5 m
Width of pile = 0.3 m
Ratio (L/B) = 5.5/0.3 = 19 > 12
Hence the pile is design as a long column

39. Longitudinal reinforcements
Adopt 8 bars of 20mm diameter providing an area of Asc = 2200𝑚𝑚2 with a clear cover of 40 mm.
Lateral reinforcements
Hence provide 8 mm diameter ties at 150 mm centres in the main body of the pile.
Lateral reinforcement near pile head
clear cover of 40 mm to the main longitudinal reinforcement of 20 mm diameter bars and using 8 mm
diameter spiral ties inside the main reinforcements
Adopt 8 mm diameter spirals at a pitch of 50 mm for a length of 900 mm at the top of pile.
Lateral reinforcement near pile ends
Adopt 8 mm diameter ties at 80 mm centres for a length of 900 mm from the end of the pile both at top
and bottom

40. design of pile cap
The maximum bending moment in the pile cap Mzz = 375 kNm
effective depth = 600 and overall depth= 650 mm
area of reinforcement Ast =
375×106
230×0.9×500
= 3020 mm2
diameter bar = 25 mm, spacing = 250 mm
adopt 25 mm diameter bars at 250 mm centres

41. Distribution reinforcement = 780 mm2
Adopt 16mm diameter bars at 250 mm centres as distribution steel
Maximum shear force = V = 500 KN
Shear stress = τv =
𝑣
𝑏𝑑
=
600×106
1500×600
= 0.40 N/mm2
From table 17 of IS 456- 2000,τc = 0.28 N/mm2
Adopt 10 mm diameter stirrups at 200 mm centres in a width of 1500 mm.

42. REINFORCEMENT DETAIL OF PILE CAP

43. REINFORCEMENT DETAIL OF PILE

44. CONCLUSION
• In this project we designed a road over bridge elements in order to avoid traffic
congestion in our proposed project site.
• In this grade separator, the main components consist of deck slab, longitudinal
girders, cross girders, pier and pile foundation. The geometric design of the grade
separator was done by using IRC Code books.
• The deck slab was designed as using IRC 6-2000 codal provisions. The deck slab
was supported by the steel girder (I section) was design by using IS800 codal
provisions.

45. • The geometric dimension of the separator was designed by considering
the future traffic density.
• Finally, all the elements are designed for the purpose of reducing the
traffic density and avoiding accidents.

46. REFERENCES
• Abdul kadhar bin ayat “Analysis and design of hammerhead flyover” vol 2 issue 3
(2017)
• B.Sankar “Evaluation and Design of Flyover using Staad pro” international journal
of professional engineering studies volume vii /issue 2 / sep (2016)
• Pichai Taneerananon “A Study of a Flyover-Bridge - Improved Intersection”
ENGINEERING JOURNAL Volume 19 Issue 1 30 January (2015)
• Akhilesh Kumar Maurya “Performance-based intersection layout under a flyover for
heterogeneous traffic” (2015)

47. BIBLOGRAPHY
• IS 456-2000 Indian standards - Plain and Reinforced concrete – code of practice.
• IRC 6-2000 Specification for Road bridges – Section - 2- Code of practice.
• IRC 78:2000 Standard speciation and code of practice for road Bridges
• IS: 800-2007 Indian Standard Specifications General Construction in Steel-Code of
Practice, Bureau of Indian Standards, 2007
• Ponnuswamy.S, “Bridge Engineering” publisher, Tata MeGraw-Hill, New Delhi.
• Krishna Raju. N, “DESIGN OF BRIDGE ENGINEERING”, CBS publishers and
distributors Delhi, 2006

48. THANK YOU