Design of Concrete Girder Bridge

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Executive Summary Introduction Background theory Methods and Techniques : Analysis of pier cap Design of bridge deck ,girders and pier cap Results and discussions Conclusions and recommendations . Presentation outline . Executive Summary. Analysis and design of a concrete girder b
Design of Concrete Girder Bridge

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1. Team Member: Ahmed Al-Shehhi 200000069 Waleed Al-Alawi 200101647 Abdullah Al-Neyadi 200101637 Hassan Al-Hassani 200005052 Project?s advisor : Bilal El-Ariss Design of Concrete Girder Bridge

2. Executive Summary Introduction Background theory Methods and Techniques : Analysis of pier cap Design of bridge deck ,girders and pier cap Results and discussions Conclusions and recommendations

3. Executive Summary Analysis and design of a concrete girder bridge Graduation project I Graduation project II Pier cap analysis Design of bridge deck , girders and pier cap

4. Executive Summary Software used : SAP2000 Analysis and determine bending moments and shear forces PROKON Compute the reinforcement areas needed for the shear and moments, and the dimensions of the different components of the bridge

5. Project description Bridge location

6. Introduction Project description : Continuous girder bridges . Two lanes in each direction and two shoulders and carries the traffic in two directions . Two span girders .

7. Introduction Bridge Dimensions

8. Introduction AASHTO specifications American Concrete Institute (ACI) code

9. Introduction Bridge location : Abu Samra Bridge is located on the high way between Abu Dhabi and Al-Ain .

10. Reinforcement requirements: Design method Reinforcement requirements due to flexure Reinforcement requirements due to Shear T-Girder

11. Design method The method which will be used in our project is the ultimate-strength design method. It's called now ultimate strength design. The working dead and live loads are multiplied by certain load factors and the resulting values are called factored loads.

12. Reinforcement requirements due to flexure The reinforcing bars will be distributed as follows: This reinforcing may not be spaced farther on center than 3 times the slab thickness. A percentage of the main positive moment reinforcement which is perpendicular to the traffic shall be distributed in the parallel direction of the traffic

13. Reinforcement requirements due to flexure Spacing limits for reinforcement: For cast-in-place concrete the clear distance between parallel bars in a layer shall not be less that 1.5 bar diameter. Not less than1.5 times the maximum size of the coarse aggregate or 1.5 inches.

14. Positive Moment Reinforcement: At least one-third the positive moment reinforcement in simple members and one-fourth the positive moment reinforcement in continuous members shall extend along the same face of the members into the support in beams, such reinforcement shall extend into the support at least 6 inches. The development length : The reinforcement bars must be extended some distance back into the support and out into the beam to anchor them or develop their strength. Reinforcement requirements due to flexure

15. Reinforcement requirements due to Shear The failure of reinforced concrete beams in shear are quite different form their failures in bending. Shear failures occur suddenly with little or no advance warning. If pure shear is produced in a member, a principal tensile stress of equal magnitude will be produced on another plane.

16. Types of Shear Reinforcement Stirrups perpendicular to the axis of the member or making an angle of the member or making and angle of 45 degrees or more with the longitudinal tension reinforcement. Welded wire fabric with wires located perpendicular to the axis of the member. Longitudinal reinforcement with a bent portion making an angle of 30 degrees or more with longitudinal tension reinforcement. Combinations of stirrups and bent longitudinal reinforcement. Spirals.

17. Shear strength Design of cross section subject to shear shall be based on: Where Vn = nominal shear strength Vu= factored shear force at the section considered

18. Shear strength provided by concrete For members subjected to shear and flexure only (Vc) is computed by: Where bw = the width of web d = the distance from the extreme compression fiber to the centroid of the longitudinal tension reinforcement.

19. Shear strength provided by Shear Reinforcement When shear reinforcement perpendicular to the axis of the member is used: Where Av= the area of shear reinforcement with in distance s. S= Spacing between stirrups Shear Strength Vs shall not be taken greater than

20. Minimum shear reinforcement A minimum area of shear reinforcement shall be provided in all flexural members expect slab and footing where the factored shear force Vu exceeds one-half the shear strength provided by concrete 1/2. The area provided shall not be less than: Where b and s are in inches.

21. Spacing of Shear Reinforcement Spacing of shear reinforcement placed perpendicular to the axis of the member shall not exceed d/2 of 24 inches. Shrinkage temperature reinforcement: Reinforcement for shrinkage and temperature stress shall be provided near exposed surfaces of walls and slabs not otherwise reinforced. The total area of reinforcement provided shall be at least 1/8 square inch per foot in each direction. The spacing of shrinkage and temperature reinforcement shall not exceed three times the wall or slab thickness, or 18 inches Minimum shear reinforcement

22. Girder ( T ? Section ) The Total width of slab effective as a T-girder flange shall not exceed one-fourth of the span length of the girder. The effective flange width overhanging on each side of the web shall not exceed six times the thickness of the slab or one-half the clear distance to the next web.

23. Recommended Minimum Depths for Constant Depth Members.

25. Analysis of Pier Cap Dead load of pier cap Live load of pier cap

26. Dead load of pier cap Estimate the thickness L = 50.54 ft Length of span = 25.27 ft Minimum thickness of the bridge cap piers Width (b) = 0.5 Depth = 3 ft

27. Own weight of pier cap = Density of conc. * area * 1 = 150 Ib/ft 3 * (6* 3) * 1 = 2700 Ib/ft Uniform wheel load = wheel load * S/6 * Impact factor = 26 kip Concentrated load from interior girder = 490 Ib Concentrated load from interior girder = 546 Ib

28. Dead load of pier cap

29. Live load of pier cap Use several cases by distributing the wheel trucks. Take the maximum wheel load = 18000 Ib Find the reactions in each supports for all cases. Take the maximum values of reaction.

30. These are the following cases: Case 1: Full shift left Case 2: Full shift right Case 3: Centre to left Case 4: Centre to right Case 5: one truck centre to left Case 6: one truck to left Case 7: one truck centre to right Case 8: one truck to right Live load of pier cap

31. Live load of pier cap Example of calculations Case 3: Centre to left

32. Live load of pier cap

33. Live load of pier cap Reactions for eight cases

34. Maximum Values in Dead Load

35. Maximum Values in Live Load Found the maximum in the same position of maximum dead load

36. Maximum Values in Live Load

37. Ultimate Moment & Shear

39. Design of girder bridge Design of slab by using Prokon software Design the girders using manual calculation method Design the pier cap by using Prokon software.

40. Design of Slab (Inputs) Use PROKON for slab Inputs: Slab cross section

41. Design of Slab (Inputs)

42. Design of Slab (Inputs)

43. Design of Slab (Inputs)

44. Design of Slab (Outputs)

45. Design of Slab (Outputs) Area of steel (As)

46. Design of Girder (Inputs) Use Hand Calculations Method

47. Design of Girder Positive section The following equations were used to compute Area of steel needed for the section (As): Fy= 420 MPa F?c= 21 MPa Mu = 4745 KN-m b= 2200.656 mm d= 1601.4 mm

48. Design of Girder

49. Design of Girder Minimum Spacing of stirrups = Maximum of 600 mm . Use minimum Spacing (S) = 600mm

50. Design of Girder

51. Design of Pier Cap (Inputs)

52. Design of Pier Cap (Inputs)

53. Design of Pier Cap (Outputs)

54. Design of Pier Cap (Outputs) Minimum spacing s = maximum of ~ (depth ? cover)/2 = (1829- 50)/2 = 890 mm ~ 600 mm So minimum spacing (s) = 890 mm. Minimum number of bars = length of span / Spacing= 7700 / 890 = 8.6 = 9 bars Take 10mm Stirrups diameter for the pier cap

55. Design of Pier Cap (Outputs)

56. Design of Pier Cap (Outputs)

57. Conclusion Finish the analysis of pier cap. Finish the design of superstructure for a girder bridge Use SAP2000 and Prokon programs in design The objective of GPII is fulfilled Learn main concepts on structural analysis and design


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