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Design of Concrete Girder Bridge

Design of Concrete Girder Bridge. UNITED ARAB EMIRATES UNIVERSITY College of Engineering Civil & Environmental Engineering Department. Graduation Project II. Team Member: Ahmed Al-Shehhi 200000069 Waleed Al-Alawi 200101647 Abdullah Al-Neyadi 200101637

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Design of Concrete Girder Bridge

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  1. Design of Concrete Girder Bridge UNITED ARAB EMIRATES UNIVERSITY College of Engineering Civil & Environmental Engineering Department Graduation Project II Team Member: Ahmed Al-Shehhi 200000069 Waleed Al-Alawi 200101647 Abdullah Al-Neyadi 200101637 Hassan Al-Hassani 200005052 Project’s advisor : Bilal El-Ariss

  2. Presentation outline • 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. Introduction • 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. Background Theory • 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. Reinforcement requirements due to flexure • 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.

  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. Minimum shear reinforcement • 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

  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.

  24. Analysis of Pier Cap

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

  26. 6’ 3’ 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. Dead load of pier cap • 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 Dead load B.M.D Shear force diagram

  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. Live load of pier cap • 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

  31. Live load of pier cap • Example of calculationsCase 3: Centre to left

  32. Live load of pier cap Uniform wheel load • ∑ M2 = 0 • R1 =( 26 * 2.95 ) / 7.22 = 10.6 k • ∑ Fy = 0 • 10.6 + R2 – 26 = 0 • R2 = 15.4 k • ∑ M3 = 0 • R2 =( 26 * 4.17 ) / 7.22 = 15 k • ∑ Fy = 0 • 15 + R3 – 26 = 0 • R3 = 11 k

  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 Maximum shear force in case 2 Maximum positive moment in case 2

  37. Ultimate Moment & Shear

  38. Design Stage

  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. As required (mm2) Required reinforcement Main girder section Positive 5733 Interior Negative 5733 Positive 5733 Exterior Negative 5733 Design of Girder

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