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Design of Concrete Girder Bridge






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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
Design of Concrete Girder Bridge

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Slide 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

Slide 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

Slide 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

Slide 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

Slide 5

Introduction

  • Project description

  • Bridge location

Slide 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 .

Slide 7

Introduction

  • Bridge Dimensions

Slide 8

Introduction

  • AASHTO specifications

  • American Concrete Institute (ACI) code

Slide 9

Introduction

  • Bridge location :

  • Abu Samra Bridge is located on the high way between Abu Dhabi and Al-Ain .

Slide 10

Background Theory

  • Reinforcement requirements:

    • Design method

    • Reinforcement requirements due to flexure

    • Reinforcement requirements due to Shear

    • T-Girder

Slide 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.

Slide 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

Slide 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.

Slide 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.

Slide 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.

Slide 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.

Slide 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

Slide 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.

Slide 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

Slide 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.

Slide 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

Slide 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.

Slide 23

Recommended Minimum Depths for Constant Depth Members.

Slide 24

Analysis of Pier Cap

Slide 25

Analysis of Pier Cap

  • Dead load of pier cap

  • Live load of pier cap

Slide 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

Slide 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

Slide 28

Dead load of pier cap

Dead load

B.M.D

Shear force diagram

Slide 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.

Slide 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

Slide 31

Live load of pier cap

  • Example of calculationsCase 3: Centre to left

Slide 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

Slide 33

Live load of pier cap

  • Reactions for eight cases

Slide 34

Maximum Values in Dead Load

Slide 35

Maximum Values in Live Load

  • Found the maximum in the same position of maximum dead load

Slide 36

Maximum Values in Live Load

Maximum shear force in case 2

Maximum positive moment in case 2

Slide 37

Ultimate Moment & Shear

Slide 38

Design Stage

Slide 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.

Slide 40

Design of Slab (Inputs)

  • Use PROKON for slab

  • Inputs: Slab cross section

Slide 41

Design of Slab (Inputs)

Slide 42

Design of Slab (Inputs)

Slide 43

Design of Slab (Inputs)

Slide 44

Design of Slab (Outputs)

Slide 45

Design of Slab (Outputs)

  • Area of steel (As)

Slide 46

Design of Girder (Inputs)

  • Use Hand Calculations Method

Slide 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

Slide 48

Design of Girder

Slide 49

Design of Girder

  • Minimum Spacing of stirrups = Maximum of

    • 600 mm

    • .

    • Use minimum Spacing (S) = 600mm

Slide 50

As required (mm2)

Required reinforcement

Main girder section

Positive

5733

Interior

Negative

5733

Positive

5733

Exterior

Negative

5733

Design of Girder

Slide 51

Design of Pier Cap (Inputs)

  • Using Prokon software to design

  • Inputs:

    • Parameters:

      • Fcu,

      • Fy,

      • D.L and L.L factors

      • density of concrete

    • Length of each span = 7.7 m

Slide 52

Design of Pier Cap (Inputs)

Slide 53

Design of Pier Cap (Outputs)

Slide 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

Slide 55

Design of Pier Cap (Outputs)

Slide 56

Design of Pier Cap (Outputs)

Slide 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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