1. Advisor: Dr. Bilal El Ariss
United Arab Emirates University
College of Engineering
Graduation Projects Unit
Graduation Project II
Highway Concrete Bridges
(Analysis & Design)
Advisor: Dr. Bilal El Ariss
Second Semester

2. Acknowledgments: Our Deepest thanks and gratitude goes to:
Dr. Bilal El-Ariss “Project Advisor”.
Committee members.
Graduation Projects Unit at the UAE University.

3. Presentation Contents:
Project Objectives.
Chapter 1: Introduction.
Chapter 2: Pier Cap Analysis.
Chapter 3: Bridge Components Design.
Chapter 4: Results & Discussion.
Conclusion.

4. Project Objectives: Fundamental Concepts of Bridges Engineering.
Problem Identifying & Possible Solution.
Use of Codes and Specifications.
Use of Computer Analysis & Design Tools.

5. Chapter 1: Introduction: - Problem Description.
- Al Garhoud Bridge Facts.
- Graduation Project Overview.
- Our Bridge vs. Al Garhoud Bridge.

6. Problem Description:
Traffic congestion has become one of the most critical issues in the United Arab Emirates, especially in Dubai.
Dubai Government has started many projects that cost billions of dirham's to over come the traffic jam issue.
Bridges seems to be the most suitable solution for the traffic congestion problems in Dubai.
As future engineers who eager to contribute for the community we decide to make our graduation project about “Highway Concrete Bridges”.

7. Problem Description:
To make our project more sensible we decided to choose one real project that is currently under construction in Dubai which is “The New AL Garhoud Bridge” that will replace the old bridge.

8. Al Garhoud Bridge Facts:
AL Garhoud Bridge is considered as one of the most important bridges in Dubai as it crosses Dubai Creek to connect Bur Dubai with Deira Dubai.
The old bridge is 6 lanes wide, with a capacity of 9000 vehicles per hour (at peak flow).
The new bridge will be 520 meters long and 14 lanes wide, with a capacity of vehicles per hour (at peak flow).
The total cost is about AED 415 million.

11. Graduation Project overview:
Highway Concrete Bridge
(Analysis & Design)
First Semester
Second Semester
Literature Review
Analysis of pier caps
Design of bridge components
AASHTO Code Review
SAP2000 software Seminars
Analysis of bridge components
Bridge Deck (Slab)
Bridge Girders
Design of Bridge Slab (Deck)
Design of Bridge Girder
Design of Bridge Pier Cap

12. Our Bridge vs. Al Garhoud Bridge:
Current structure is box girder bridge.
Alternative design, slab on continuous girders (T-girders).
Cast in situ elements.
Construction difficulties.
520 m
Total Length
16 m
Total Height
7 spans
Number of spans
6 piers
Number of piers
7 lanes
Number of lanes
3.7 m
Lane width
None
Side walks
0.26 m
Slab Thickness
3.8 m
Total Depth
7 girders
Number of Girders
2.52 m
Effective Flange width
4.4 m
Actual Flange Width
1.9 m
Web Width
Spacing between Girders
2.07 m
Clearance at Slab Edges

13. Chapter 2: Pier Cap Analysis: - Pier Cap Literature Review.
- Pier Cap Analysis Concept .
- Pier Cap Analysis Calculations &Results.

14. Pier Cap Literature Review:
Definition: Pier cap is the structural element that transfer the load form the superstructure elements to the substructure elements, located at the junction of two spans .

15. Pier Cap (Types & Specifications):
Pier Cap Literature Review:
Pier Cap (Types & Specifications):
Pier caps can come in different types like:
Single column (Hammerhead).
Solid Wall.
Multi-column or pile bent.
The selection of the pier type depends on:
Required load capacity.
Superstructure Geometry.
Site conditions.
Cost Consideration.
Aesthetics.

16. Pier Cap Literature Review:
1- Single Column (Hammerhead)

17. Pier Cap Literature Review:
2- Solid Wall

18. Pier Cap Literature Review:
3- Multi-Column or Pile Bent

19. Pier Cap Literature Review:
Information to be identified from analysis process:
Preliminary pier dimensions .
Applied load form superstructure.
Pier dead load.
Pier live load.
Material properties.

20. Pier Cap Analysis Concept:
Girder Reactions
Pier Own Weight
Live Load on Bridge Deck

21. Pier Cap Analysis Concept:
Pier Own Weight
Girder Reactions & Live Load on Bridge Deck

22. Pier Cap Analysis Concept:
Pier Cap General View

23. Pier Cap Analysis Calculations &Results.
Minimum Height of Concrete Structure:
Cantilever
Both end continuous
One end continuous
Simply supported
L/10
L/28
L/24
L/20
Solid one way slabs
L/8
L/21
L/18.5
L/16
Beams or ribbed one-way slabs

24. Pier Cap Analysis Calculations &Results.
Pier height:
Pier Width:
Cross section area:
Pier own weight:

25. Imposed loads on Pier Caps:
Girder line model in SAP2000.
Girders reactions on pier cap (section over the entire length of the bridge).

26. Maximum Load from Girder
Imposed loads on Pier Caps:
Maximum dead load for each pier.
Support
Load (kN)
Abutment 1
Pier 1
Pier 2
Pier 3
Pier 4
Pier 5
Pier 6
Abutment 2
Maximum Load from Girder

27. Live Load Cases:
According to the AASHTO standards, there are different live load scenarios that should be studied in order to obtain the maximum possible live load:
Case (1): Full Shift Left

28. Live Load Cases:
Case (2): Full Shift Right

29. Live Load Cases:
Case (3): Full Center to Left

30. Live Load Cases:
Case (4): Full Center to Right

31. Live Load Cases:
Case (5): One Left

32. Live Load Cases:
Case (6):One Right

33. Live Load Cases:
Case (7): Two Over Center Column

34. Live Load Cases Calculation

35. Live Load Cases CalculationP G1 G2 G3 G4 G5 G6 G7

36. Live Load Cases Result Load Cases G1 G2 G3 G4 G5 G6 G7 1 208.574 2 3
49.749 4 5
-1.251 6 7
18.075 8
72.299 9 10
36.149 11
87.448
86.499

37. Live Load Cases Result Load Cases G1 G2 G3 G4 G5 G6 G7 12 208.574
2.774 13 14 15 16
72.299 17 18 19 20
3.400 21
36.149
Max. Load (kN)

38. Chapter 3: Bridge Components Design: - Design of Bridge Slab (Deck).
- Design of Bridge Girder.
- Design of Bridge Pier Cap.

39. Bridge Deck (Slab) Design
Design Concept & theory
Slab Analysis Results
Manual Calculation
Bottom Reinforcements
Top Reinforcements

40. Design Concept & theory
Design of Rectangle Section Involves two cases:
Case 1:Unrestricted sectional Dimensions.
Assume steel ratio (ρ)min ≤ ρ ≤ (ρ)max .
Determine concrete dimensions accordingly (b,d & h).
Case 2: Pre-determined sectional dimensions.
Determine area of steel (As ) from given dimensions.
Ensure that (As)min ≤ As ≤ (As)max.

41. Design Concept & theory
Design of RC Section Requires Determination of:
Concrete Dimensions:
Beam width ( b ).
Depth of steel reinforcement ( d ).
Section height ….h = d + cover-to-center of steel.
Area of steel reinforcement ( As ).
Ensure safety requirements ( As )min ≤ As ≤ ( As )max.

42. Design Concept & theory
Determine steel ratio (ρ):
Using ACI Equation
Use of Tables “from Appendix B”
Choose the appropriate Table (B.8 up to B.10) according to (fc’) and (fy).
Calculate the term (Rn) and then select ( ρ) accordingly.

43. Design Concept & theory
Check ACI Safety Requirements:
Methods to determine ρmin .
1. ACI Equations.
2. Tables (B8 – B10) from Appendix B (R-Sections Only).
Methods to determine ρmax
1. ACI Equations
2. Table B7 (R-Sections Only)

44. Design Concept & theory
Methods to determine ρmin .
ACI Equations.
Tables (B8 – B10) from Appendix B (R-Sections Only).

45. Design Concept & theory
Methods to determine ρmax .
ACI Equations.
Table (B8) from Appendix B (R-Sections Only).

46. Design Concept & theory
Important Notes:
If you find ρ < ρmin then, choose ρmin .
If you find ρ > ρmax
Increase Section Depth OR Add Compression Steel

47. Design Concept & theory
Calculate Area of steel:
Determine number of steels bars = As / Dia. of Bar
Check available width and steel distribution.

48. Design of Rect. Section STEP 1: Assume bar size and then determine db.
STEP 2: Assume cover.
STEP 3: Compute depth of steel reinforcement ( d )
STEP 4: Determine ( ρ) from Tables or ACI Equation.
STEP 5: Ensure that ρmin ≤ ρ ≤ ρmax.
STEP 6: Determine As.

49. Moment in support (kN-m) Moment in mid span (kN-m)
Slab Analysis Results.
Slab Ultimate Moment Values
Moment in support (kN-m)
Moment in mid span (kN-m)
Frame
15.215 1
15.327 2
25.812 3
21.892 4 5 6 7 8
15.215
15.327
25.812
21.892

50. Bottom Reinforcements
Assume Bar size # 16

51. Bottom Reinforcements

52. Bottom Reinforcements

53. Bottom Reinforcements

54. Area Of Groups Standard Metric Bars (mm2)

55. Top Reinforcements

56. Top Reinforcements

57. Top Reinforcements

58. Area Of Groups Standard Metric Bars (mm2)

59. Bridge girders Design Girder Analysis Data Design Concept & theory
Manual Calculation
Bottom Reinforcements
Top Reinforcements

60. Bridge Girder Analysis Data:
Girder Dimensions:
h =
3800 mm
bw =
1900
b =
4400
hf =
210

61. Ultimate Moment (kN-m)
Bridge Girder Analysis Data:
Girder ultimate positive moments values:
Frame
Station (m)
Max. D.L Moment (kN-N)
L.L Moment (kN-m)
Ultimate Moment (kN-m) 1 22 2
39.5 3 40 4 5 6
40.5 7 38
Max

62. Ultimate Moment (kN-m)
Bridge Girder Analysis Data:
Girder ultimate negative moments values:
Pier cap
Station (m)
Max. D.L Moment (kN-N)
L.L Moment (kN-m)
Ultimate Moment (kN-m) 1 60 2
140 3
220 4
300 5
380 6
460
Max

63. Bridge Girder (Design Concept):
Main target is to determine the location of the neutral axis.
Two cases:
Case 1:
N.A falls in the flange (a ≤ hf)
Section above N.A is rectangular
Same procedure as R-sections BUT different formula for the calculation of As(max)

64. Bridge Girder (Design Concept):
Case 2:
N.A falls in the web (a > hf)
Compressed concrete above N.A
is NOT rectangular
Divide compressed concrete above N.A into rectangular parts

65. Bridge Girder (Design Concept):
Compare the values of Mu & Mflange if:
Mu < Mflange a < hf
Mu > Mflange a > hf
Where:
Mu = Moment from applied forces (Obtained by Analysis).
Mflange = Moment carried by flange.

66. Bridge Girder (Design Concept):
Case 1:
Mu < Mflange a < hf
Design concept of Rectangular section

67. Design of Rect. Section STEP 1: Assume bar size. STEP 2: Assume cover.
STEP 3: Compute depth of steel reinforcement ( d ).
STEP 4: Determine ( ρ ) from Tables or ACI Equation.
STEP 5: Ensure that ρmin ≤ ρ ≤ ρmax.
STEP 6: Determine As.

68. Bridge Girder (Design Concept):
Case 2:
Mu > Mflange a > hf
Design concept of T-Section

69. Bridge Girder (Design Concept):
Dividing the compressed area into two rectangles

70. Bridge Girder (Design Concept):

71. Bridge Girder (Design Concept):
Where:
Mu Predicted from the analysis.
Muf Previously Calculated.
Muw Unknown

72. Bridge Girder (Design Concept):
Determine ( ρ ) from Tables or ACI Equation.

73. Bridge Girder (Design Concept):
STEP 1: determining the N.A position.
STEP 2: Dividing the compress area into two rectangles.
STEP 3: Calculating Asf & Muw.
STEP 4: Determine ( ρ ) from Tables or ACI Equation.
STEP 5: Calculating Asw
STEP 6: Ensure that ρmin ≤ ρ ≤ ρmax.
STEP 6: Determine As (Total).

74. Girder Design Calculations:
Girder Design Steps:
Bottom Steel Reinforcements.
Top Steel Reinforcements.

75. Bottom Steel Reinforcements:
Assume Bar size # 43
Cover =

76. Bottom Steel Reinforcements:

77. Bottom Steel Reinforcements:

78. Bottom Steel Reinforcements:

79. Bottom Steel Reinforcements:

80. Area Of Groups Standard Metric Bars (mm2)
Bar designation
Cross Section Area
Number of bars 50 51 52 53 54 55 56 57
# 10 71
3550
3621
3692
3763
3834
3905
3976
4047
# 13
129
6450
6579
6708
6837
6966
7095
7224
7353
# 16
199
9950
10149
10348
10547
10746
10945
11144
11343
# 19
284
14200
14484
14768
15052
15336
15620
15904
16188
# 22
387
19350
19737
20124
20511
20898
21285
21672
22059
# 25
510
25500
26010
26520
27030
27540
28050
28560
29070
# 29
645
32250
32895
33540
34185
34830
35475
36120
36765
# 32
819
40950
41769
42588
43407
44226
45045
45864
46683
# 36
1006
50300
51306
52312
53318
54324
55330
56336
57342
# 43
1452
72600
74052
75504
76956
78408
79860
81312
82764
# 57
2581
129050
131631
134212
136793
139374
141955
144536
147117
Based on the table we will choose:
54 # 43

81. Top Steel Reinforcements:
Assume Bar size # 43
Cover =

82. Top Steel Reinforcements:

83. Top Steel Reinforcements:

84. Top Steel Reinforcements:

85. Top Steel Reinforcements:

86. Top Steel Reinforcements:

87. Top Steel Reinforcements:

88. Area Of Groups Standard Metric Bars (mm2)
Bar designation
Cross Section Area
Number of bars 81 82 83 84 85 86 87 88
# 10 71
5751
5822
5893
5964
6035
6106
6177
6248
# 13
129
10449
10578
10707
10836
10965
11094
11223
11352
# 16
199
16119
16318
16517
16716
16915
17114
17313
17512
# 19
284
23004
23288
23572
23856
24140
24424
24708
24992
# 22
387
31347
31734
32121
32508
32895
33282
33669
34056
# 25
510
41310
41820
42330
42840
43350
43860
44370
44880
# 29
645
52245
52890
53535
54180
54825
55470
56115
56760
# 32
819
66339
67158
67977
68796
69615
70434
71253
72072
# 36
1006
81486
82492
83498
84504
85510
86516
87522
88528
# 43
1452
117612
119064
120516
121968
123420
124872
126324
127776
# 57
2581
209061
211642
214223
216804
219385
221966
224547
227128
Based on the table we will choose:
87 # 43

89. Bridge Pier Caps Design
Design Concept & theory
Manual Calculation
Bottom Reinforcements
Top Reinforcements

90. Design Concept & theory
According to reinforcement concrete (RC) design concept, the design of bridge pier caps follows the rectangular section design method which used in slab design
However, we used the analysis results that obtained in chapter 2 as inputs to the design calculations.

91. Pier Caps Analysis Data:
Girder Dimensions:
h =
1.65 m
b =
0.825
L = 30

92. Pier Caps Analysis Results
Max. (–ve) Moment
(kN-m)
Max. (+ve) Moment
Sections 1 2 3 4
Max

93. Manual Calculation
Bottom Reinforcement
Top Reinforcement

94. Bottom Reinforcement
Assume Bar size # 43
Cover =

95. Bottom Reinforcement

96. Bottom Reinforcement

97. Bottom Reinforcement

98. Area Of Groups Standard Metric Bars (mm2)
Number of bars
Cross Sec.
Area
Bar designation 97 95 87 54 52 51 45 39 37 6
6887
6745
6177
3834
3692
3621
3195
2769
2627
426 71
# 10
12513
12255
11223
6966
6708
6579
5805
5031
4773
774
129
# 13
19303
18905
17313
10746
10348
10149
8955
7761
7363
1194
199
# 16
27548
26980
24708
15336
14768
14484
12780
11076
10508
1704
284
# 19
37539
36765
33669
20898
20124
19737
17415
15093
14319
2322
387
# 22
49470
48450
44370
27540
26520
26010
22950
19890
18870
3060
510
# 25
62565
61275
56115
34830
33540
32895
29025
25155
23865
3870
645
# 29
79443
77805
71253
44226
42588
41769
36855
31941
30303
4914
819
# 32
97582
95570
87522
54324
52312
51306
45270
39234
37222
6036
1006
# 36
140844
137940
126324
78408
75504
74052
65340
56628
53724
8712
1452
# 43
250357
245195
224547
139374
134212
131631
116145
100659
95497
15486
2581
# 57

99. Top Reinforcement:
Assume Bar size # 43
Cover =

100. Top Reinforcement

101. Top Reinforcement

102. Top Reinforcement

103. Area Of Groups Standard Metric Bars (mm2)
Number of bars
Cross Sec.
Area
Bar designation 97 95 87 54 52 51 45 39 37 6
6887
6745
6177
3834
3692
3621
3195
2769
2627
426 71
# 10
12513
12255
11223
6966
6708
6579
5805
5031
4773
774
129
# 13
19303
18905
17313
10746
10348
10149
8955
7761
7363
1194
199
# 16
27548
26980
24708
15336
14768
14484
12780
11076
10508
1704
284
# 19
37539
36765
33669
20898
20124
19737
17415
15093
14319
2322
387
# 22
49470
48450
44370
27540
26520
26010
22950
19890
18870
3060
510
# 25
62565
61275
56115
34830
33540
32895
29025
25155
23865
3870
645
# 29
79443
77805
71253
44226
42588
41769
36855
31941
30303
4914
819
# 32
97582
95570
87522
54324
52312
51306
45270
39234
37222
6036
1006
# 36
140844
137940
126324
78408
75504
74052
65340
56628
53724
8712
1452
# 43
250357
245195
224547
139374
134212
131631
116145
100659
95497
15486
2581
# 57

104. Chapter 4: Results & Discussions: - Slab Results Discussion.
- Girder Results Discussion.
- Pier Cap Results Discussion.

105. Results & Discussions:
Slab Results Discussion:
Slab was divided into 8 sections following the allocation of the supports/girders (edge sections are cantilevers).
Symmetrical results of the moment (from analysis) along the centre line of the bridge.
Design only 4 different sections and the remaining 4 sections have the same design.

106. Slab Discussion Divide the slab into 8 sections.
We had to design only 4 different sections and the remaining 4 sections have the same design.
The required top and bottom steel amount for each section
Shown on the line model below as well:
Section 1
Section 8
Section 2
Section 7
Section 3
Section 6
Section 4
Section 5
G 1
G 2
G 7
G 3
G 6
G 4
G 5

107. Results & Discussions:
Slab Results Discussion:
Required Bottom Steel for each Section.
Required Top Steel for each Section.
Section
Max (+ve) (kN-m)
Number of steel bars 1
15.215
4 # 16 2
15.327 3 4 5 6 7 8
Section
Max (-ve) (kN-m)
Number of steel bars 1
6 # 16 2
4 # 16 3 4 5 6 7
4 #16
6 #16
Resulting Steel Amounts for each Section.

108. Girder Discussion
Shear Reinforcement
General Girder Discussion

109. Girder Shear Reinforcement
Depending on the ultimate values of shear forces that were obtained from SAP2000, the girders were divided into three shear zones.
They are two critical zones near the support and one normal section in the mid-span.
Ultimate Shear (kN)
Station (m)
Frame 60 1 80 2 3 4 5 6 7
Max

110. Girder Shear Reinforcement
# 12 @ 15 cm
# 12 @ 5 cm
60 m
12.5 m
18.5 m
29 m
# 12 @ 15 cm
# 12 @ 5 cm
80 m
30.5 m
18 m
31.5 m

111. General Girder Discussion
Frame 7
Frame 1
Frame 6
Frame 2
Frame 5
Frame 3
Frame 4
Pier 1
Pier 6
Pier 2
Pier 5
Pier 3
Pier 4
Abutment 1
Abutment 2
Number of steel bars
Ultimate Moment (kN-m)
Frame
45 # 43 1
54 # 43 2
51 # 43 3
52 # 43 4 5 6 7
Number of steel bars
Ultimate Moment (kN-m)
Pier cap
87 # 43 1
97 # 43 2
95 # 43 3 4 5 6
45 #43
54 #43
51 #43
52 #43
87 #43
97 #43
95 #43

112. Pier Caps Discussion
Shear Reinforcement
General Pier Caps Discussion

113. Girder Shear Reinforcement
Depending on the ultimate values of shear forces, the whole section of the pier caps falls in the critical shear zones.
We preformed shear design and we used the spacing between the stirrups to be equal to 50 mm over the whole section.
Ultimate Shear (kN)
Frame 1 2 3 4
Max.

114. Girder Shear Reinforcement
# 12 @ 50 mm
30 m

115. General Pier Cap Discussion
Num. of steel bars
Moment in Mid Span (kN-m)
Section
37 # 43 1
19 # 43 2 3 4
Number of steel bars
Moment on support (kN-m)
Section
39 # 43 1 2 3 4 5

116. General Pier Cap Discussion

117. Conclusion:
This project was an eye-opening for us on bridge engineering.
Learn how to deal with codes and apply the required specifications for analysis and design procedures.
Contributing to the welfare of our community by introducing a reliable solution to resolve the traffic congestion problem.
knowledge and practice on the use of important structural computer tool like SAP2000 and Prokon.
Acquiring the techniques and skills needed in leadership, decisions making, building trust and managing conflicts.

118. Thanks for Listening Any Questions?