Design of flyover presented by Vikas GLNAIT, Mathura

Design of flyover by Manual methods

1. DESIGN OF FLYOVER

2. SUBMITTED TO :- DEPARTMENT OF CIVIL ENGG. GLNAIT(MATHURA) SUBMITTED BY :- KRISHNA GOPAL(GL) JITENDRA SHARMA VIKAS KUMAR GAURAV CHAUDHARY Under the supervision of : Miss S mitha K aloni

3. Design of Flyover at level crossing No. 528 situated on NewDelhi -Mumbai C.S.T connecting Sri Krishna Janambhoomi Road with NH-2 in distt . Mathura . PROJECT TITLE

4. About the Project -Side view of Flyover Design of Super Structure - Pigeaud’s Method - Courbon’s Method Design of Deck Slab Design of Longitudinal Girders Design of Cross Girders Design of Bearing Design of Piers Design of Foundation Total Summary of Project References CONTENTS

5. Total length of Flyover is 787.8m. Flyover consists: -4 Different span arrangement of length [2*23.3+17*24.0+2*12.0+19.9*1+37.9*1] c/c of expansion joint. -22 Piers -2 Abutments Carriage Way Width=7.5m(2 lane) The kerbs of width 475mm will be provide in both directions. ABOUT THE PROJECT

6. SIDE VIEW OF FLYOVER NH2 SIDE JANMBHOOMI SIDE P8 24m SLAB

7. Flyover is designed for Class A loading. Design Speed as per AASHTO= 40kmph. Neoprene Bearing is used. Railing- C rash Barrier. T Cross section bridge with 3 Beam arrangement in all spans. The deck slab , cross girder and longitudinal girder are casted monolithically. Contd ….

8. Concrete grades : - L ean C oncrete M10 - F oundation M30 - Substructure M35 - Beams M40 - Deck slab M40 - Crash B arrier M40 H igh yield deformed bars of Fe415 grade will be used(IS1786). Contd …

9. Seismic zone - IV Importance F actor - 1.2 Sa/g - 2.5 Bearing capacity of soil at site - at 2.5m below G.L. =14.2T/m2 - at3.0m below G.L. =16.8T/m2 Gradient on both side of railway portion - 1:30 There is very little effect of centrifugal force hence it is neglected. T he summit and valley curves are used as vertical curves Contd …

10. The Deck Slab and Longitudinal Girders of superstructure are designed by two methods : - Pigeaud’s Method(for Deck Slab) - Courbon’s Method(for Longitudinal girder ) DESIGN OF SUPERSTRUCTURE

11. For slabs spanning in two directions, Pigeaud’s Method is used, the moments in two directions can be obtained by rational method. The use of curves given by M. Pigeaud is recommended . Pigeaud’s method is applicable to rectangular slabs supported freely on all four sides and subjected to a symmetrical placed load. PIGEAUD’S METHOD

12. Contd …

13. Let L and B – be the span lengths a and b - the dimensions of the tyre contact area in the long and short span directions. u and v be the dimensions of the load spread after allowing for dispersions through the deck slab. K – the ratio of short span to long span. M1 and M2 - the moments along the short and long span. Contd …

14. m 1 and m2 - the coefficients for moments along short and long span. poissons’s ratio( k ) =0.15 P - load from the wheel under consideration. M1 and M2 can be calculated by following equations: M1=(m1+km2)P M2=(m2+km1)P Contd …..

15. According to courbon’s method, the reaction Ri of the cross beam on any girder i of a bridge consisting of multiple parallel beams is computed by assuming a linear variation of deflection in the transverse direction . The deflection will be maximum on the exterior girder on the side of the eccentric load and minimum on the other exterior girder. COURBON’S METHOD

16. R i = PI i / ∑ I i [1+( ∑I i /∑I i d i 2 )* ed i ] Where, P – total live load e – eccentricity of live load d i – distance of girder i from the axis of bridge I – Moment of inertia of girder Contd ….

17. Design D ata: Effective span= 24m Clear R oadway width for 2 lane= 7.5m Assume 3 longitudinal beams spaced at 2.5m c/c intervals, 7 cross beams are taken to make the slab as two- way at 4m c/c intervals. ( the preliminary dimensions may be assumed for simplicity) Clear cover for reinforcement is 25 mm . DESIGN OF DECK SLAB

18. Thickness of slab= 250mm Thickness of wearing course= 75mm Panel size= (2.2m*3.7m) DECK SLAB Panel of deck slab

19. CROSS SECTION

20. LONGITUDINAL CROSS SECTION

21. MAXIMUM BENDING MOMENT DUE TO DEAD LOAD Weight of deck slab=6.25 kN/m 2 Weight of bearing course=1.65kN/m 2 Total weight=7.9kN/m 2 by P igeaud’s curve, using the value of K and 1/K the moment coefficients along long span and short span (m1&m2) will be calculated . Where , K = short span/ long span Contd …

22. K =.594, 1/K=1.681 m 1 = 0.0488 , m 2 = 0.015(curves ) P = 55.43 now , M1=2.829 kNm M2=1.237kNm Contd …

23. LIVE LOAD BENDING MOMENT DUE TO IRC CLASS A LOADING:

24. WHEEL 1 u = 0.6965 ,v = 0.4717,K = 0.5949 u/b = 0.3166 , v/l = 0.1275 m 1 = 0.177, m 2 = 0.131 I mpact factor = 15%, P = 65.11kN M1 = 12.9 kNm , M2 = 10.35kNm WHEEL 2 M1 = 1.765kNm, M2 = 0.245kNm Contd …

25. Total moment along short span= 17.4kNm Total moment along long span= 11.8kNm Reinforcement :- σ cbc = 13.33 N/mm2 σ st = 230N/mm2 m = 7, k = 0.711, j = 0.763, Q = 3.61 Ast 1 = 561mm 2 , Ast 2 = 415mm 2 S1 = 358mm, S2 = 487mm Provide 16mm dia bars in both directions at 300mm c/c of bottom face. 12mm dia bars in both directions at 300mmc/c of top face . Contd …

26. CANTILEVER SLAB

27. Cantilever slab is designed for one-way. Total Dead L oad M oment of slab=12.4kNm Total L ive L oad Moment = 37kNm Design Moment= 49.4kNm Ast = 1062mm2, Spacing=190mm Provide 16mm dia bars at 180mm c/c at top face. BM for transverse direction= .2DLM+.3LLM = 13.6kNm Ast = 307mm2, Provide 12mm dia bars at 300mm c/c in transverse direction at top face . And provide 12mm dia bars in both directions at 250mm c/c at bottom face. Contd ….

28. REINFORCEMENT DETAILING FOR PANEL DECK SLAB AND CANTILEVER SLAB

29. Intermediate Longitudinal Girders Total Dead Load Moment on G irder= 2616kNm Reaction Factor by Courbon’s Method Ra = 1.89w, Rb = 1.33w,Rc = 0.78w DESIGN OF LONGITUDINAL GIRDERS

30. I.F = 15% Total Live Load Moment with I.F = 1460kNm Total Design Moment = 4075kNm Ast = 11585mm2 No . of 32mm dia bars = 14.4 Provide 15 bars of 32mm dia in 3 rows of 5 bars each. Provide 4 legged 8mm dia bars at 250mmc/c in transverse direction of longitudinal girder. Contd …

31. 2. End Longitudinal Girders : The design of end longitudinal girder is same as intermediate girder only difference is that the live load moment is increased by 10 %. Provide 15 bars of 32mm dia in 3 rows of 5 bars each. Provide 4 legged 8mm dia bars at 250mmc/c in transverse direction of End L ongitudinal G irders. Contd …

32. REINFORCEMENT OF LONGITUDINAL GIRDER

33. Effective span for cross girder = 2.2m I.F.=.55 Bending moment due to Dead L oad + ve BM = 4.581kNm - ve BM = 8.713kNm BM due to Live L oad + ve BM = 29.34kNm - ve BM = 28.37kNm DESIGN OF CROSS GIRDERS

34. Design + ve BM = 33.921kNm Design - ve BM = 37.083kNm Ast = 129mm2 According to codal provisions, provide 3 bars of 25mm dia. in longitudinal direction of all cross beams. And Provide 4 legged 12mm dia bars at 250mm c/c in transverse direction of cross girders. A nd provide 2 bars of 22mm dia as cranked bars as additional provision to cater to diagonal tension. Contd ….

35. Plan of pier cap

36. Design of P8 D ia of piers:- 2.5m for height above 4.5m 2.0m for height up to 4.5m Gross Area, Ag = 4908738.521mm2 Clear cover = 40mm Dia of longitudinal bars= 28m Effective dia = 2446mm Safe stress in concrete = 10N/mm2 Safe stress in steel = 230N/mm2 DESIGN OF PIERS

37. Provide 0.5% longitudinal steel of gross dia as per IRC 21:2000. Asc = 25453.7mm2 No. of bars = 39.85 Hence privide 40 bars of 28mm. Transverse Reinforcement : D ia of transverse reinforcement should not less than one quarter of longitudinal bars=7mm Hence, take 8mm dia bars at 300mm c/c in transverse direction . Contd ….

38. For columns height up to 4.5m: D ia of bars = 25mm M30 grade concrete used and Fe415 HYSD bars are used Dia of columns = 2m Gross D ia , Ag = 3141542.65mm2 Asc = 15707.96mm2 No. of bars = 32 Provide 32 bars of 25mm dia in longitudinal direction. Provide 8mm dia bars at 300mm c/c in transverse direction. Contd …

39. Reinforcement for Pier

40. Assume total dead load and live load on column= 10,000kN. As per code provision, weight of footing is 10% of total load on column= 1000kN Total load in footing= 11,000kN Safe bearing capacity of soil= 165kN/m2 Area of footing= 66.66m2 So provide 8.5m*10.75m= 91.375m2 area at 3m below ground level. And provide 9.0m*8.5m area at 2.5m below ground level. Isolated footing of depth 500mm at end of footing and 1.7m near the column face. Provide 150mm lean concrete below foundation. DESIGN OF FOUNDATION

41. FOUNDATION AREA

42. As per IRC6:2000 , minimum Ast is 0.3% of gross dia , so provide 0.5% of gross dia. =24543.64mm2 Provide 25mm dia at 130mm c/c in l direction for both cases of columns(above 4.5m and up to 4.5m) Provide 28mm and 25mm dia bars in b direction at 130mm c/c for above 4.5m and upto 4.5m columns respectively. Contd …

43. REINFORCEMENT DETAILING OF FOUNDATION

44. FULL CROSS SECTION

45. Total length of flyover = 787.77m No. of Piers = 22 piers + 2 abutments Span Arrangement - 24m*17 - 12m*2 - 23.325m*2 - 37.87m*1 - 19.87m*1 Thickness of deck slab = 250mm Thickness of wearing coat = 75mm Depth of longitudinal girder = 1.575m Depth of cross girder = 1.275m Provide thickness of longitudinal and cross girders = 300mm TOTAL SUMMARY OF PROJECT

46. SLAB 1 (24m): No. of longitudinal girder = 3(for all slabs) No. of cross girders = 7 -Provide 16mm dia bars in both direction at 300mm c/c at bottom face. -12mm dia bars in both direction at 300mmc/c at top face . - Provide 16mm dia bars at 180mm c/c in cantilever portion of slab. - Provide 12mm dia bars at 300mm c/c in transverse direction of cantilever slab. LONGITUDINAL GIRDER: - Provide 15 bars of 32mm dia in 3 rows at bottom of the T rib. - Provide 4 legged 8mm dia bars at 250mmc/c in transverse direction. - Provide 6 bars of 22mm dia as additional provision to cater to diagonal tension. Contd …

47. CROSS GIRDERS: Provide 3 bars of 25mm dia in all cross beams. Provide 4 legged stirrups of 10mm dia bars at 150mm c/c. Provide 2 bars of 22mm dia as cranked bars as additional provision to cater to diagonal tension. PIER: Dia of pier = 2m (height up to 4.5m) Dia of pier = 2.5m(height above 4.5m) Provide 40 longitudinal bars of 28mm dia (for height above 4.5m) 8mm dia bars at 300 mm c/c for transverse reinforcement. Provide 40 longitudinal bars of 25mm dia and 8mm dia bars at 300 mm c/c for transverse reinforcement(for height up to 4.5m) Contd ….

48. FOUNDATION: Provided area of foundation = 10.75m*8.5m (for height above 4.5m) = 9m*8.5m (for height up to 4.5m) Provide 25mm dia bars at 130mm c/c in longitudinal direction of footing. Provide 28mm dia bars at 130mm c/c in transverse direction of footing. Contd ….

49. Essentials of bridge engineering:- by D. J ohnson V ictor Design of reinforced concrete structure:- by S. R amamrutham IS codes:- IRC:6-2000 IRC:21-2000 IRC:38-1988 IS:456-2000 IS:1786 REFERENCES

50. Thank you…