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Analysis and Design of Highway Super structure Bridge
Advisor: Dr. Bilal El Ariss
Name : ID :
Awad Mahfoudh Ba Obaid 200501233Hussain Mahmod Al braiki 200602670Salim Ibrahim Ba Saeed 200608514Salem Abdullah Fadaaq 200501514Suhail Mohamed Al Amri 200416287
Spring Semester 2011
Graduation Projects Unit
Graduation Project (II)
• Introduction
• Objectives
• Summary of GP (1)
• Background Theory
• Analysis & Design
• Economical , Environmental & Contemporary Issues
• Conclusion
Outline
Introduction
Development of Abu Dhabi has become a place full of shopping mall and luxury building, hotels.
Development increases the population of Abu Dhabi.
Population growth causes problems in the infrastructural.
Major infrastructural problem is the traffic jam.
The bridge is constructed to link many other major roads to the City of Abu Dhabi.
Problem Statemen
t
Objectives
• The main objective of this graduation project is to
recommend and present different bridge alternative
Bridges. Analysis will be conducted for the different bridge
alternatives. Then, those different bridge alternatives will
be designed according to our analysis.
Summary of GP1
The pier cap is a structural element that transfers
the loads carried by the superstructure elements to
the substructure elements, located at the junction of
two spans.
Literature ReviewPier Caps
Single column (Hammerhead).
Multi-column or pile bent.
Solid Wall.
There are different types of pier caps, the following are the most common types:
Literature ReviewPier Caps
The selection of the pier type depends on many factors,
such as :
1. Required load capacity.
2. Superstructure Geometry.
3. Site conditions.
4. Cost Consideration.
5. 5. Aesthetics.
Pier Cap Dead Load Analysis Process
Total Dead loads coming from girders have been
considered as point loads (concentrated loads on the pier
cap).
In this case, there have been a total of 9 concentrated
loads imposed on the cap (since we have 8 girders).
Dead Load Analysis
Dead Load Analysis
We will design on the Maximum Load from girder = 2380.03 kN
Support Load (kN)
1 827.6
2 2380.03
3 2023.05
4 2120.4
5 2087
6 2120.4
7 2023.05
8 2380.03
9 827.6
SAP2000 Dead Load Analysis
Next, take the maximum reactions. Then entered as point concentrated loads
SAP2000 Dead Load Analysis
Finally, Bending moments are determined for the maximum critical load effects
Live Load Configurations
Live Load Study Cases
Case (1): On the middle
P Pw
P = 284.7 KNW = 345.78 KN/m
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 (2): Full Shift Left
Live Load Study Cases
Live Load Study Cases
Case (1): One on the middle• R1= 0• R2= 0• R3= 7.845 KN• R4= 838.7 KN• R5= 838.7 KN• R6= 7.845 KN• R7= 0• R8= 0
Live Load Study Cases
Case (2): Full Shift Left• R1= 1183.14 KN• R2= 1116.7 KN• R3= 1243.2 KN• R4= 1899 KN• R5= 1251.1 KN• R6= 1212.3 KN• R7= 760 KN• R8= 1636.6 KN
Live Load Cases Result
Load Cases G1 G2 G3 G4 G5 G6 G7 G8
1 1183.14
1116.7
1243.2
1899
1251.1
1212.3
759.718
1636.6
2 0 0 7.845
838.7
760.1 0 0 0
Max. Load (kN)
1183.14
1116.7
1243.2
1899
1251.1
1212.3
759.718
1636.6
Take the maximum reaction from cases. Then entered in the SAP2000 as concentrated load
Live Load
Finally, Bending moments are determined for the maximum critical live load effects
Ultimate Moment of Pier cap
Moment Location
Moment form Dead Load (KN.m)
Moment from Live Load (KN.m)
Ultimate Moment (KN.m)
Span 1 8041.71 4109.21 17243.255Middle Pier -13474.53 -7170.1 -29390.838
Span 2 8041.71 3989.76 17034.2175
Bridge component
Design
Bridge Girder
Frame 7Frame 1 Frame 6Frame 2 Frame 5Frame 3 Frame 4 Frame 8
Abutment 2Pier 1 Pier 6Pier 2 Pier 5Pier 3 Pier 4 Pier 7
Frame Positive Ultimate Moment (kN.m)
Pier cap Negative Ultimate Moment (kN.m)
1 15407.1 1 -192592 8723.79 2 -189083 11265.6 3 -135294 10604.7 4 -149765 10604.7 5 -135296 11265.6 6 -189087 8723.79 7 -192598 15407.1 Max -19259
Max 15407.09
• Girder ultimate negative moments values:
Analysis Data
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
b
N.A.
AS
hf
Bridge Girder Design Concept
Case 2:
N.A falls in the flange (a > hf) Compressed concrete above N.A is NOT
rectangular. Divide compressed concrete Above N.A into rectangular parts.
hf
b
N.A.
AS
Compare the values of Mu & Mflange if:
Mu < Mflange a < hf
Mu > Mflange a > hf
Where:
Mu = Moment from applied forces
Mflange = Moment carried by flange.
Bridge Girder Design Concept
R-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.
Design procedure
Calculations
Girder Design Steps:
Bottom Steel Reinforcements.
Top Steel Reinforcements.
Girder Design
Reinforcement Calculations
mmdmmdmmC
MpafMpafc
b
s
c
y
431040
42035'
Assume Bar size # 43
mmdCoverhd
mmmm
ddCCover bsc
2428722500
725.71243
1040Cover
2
Bottom steel
Based on the above result case one procedure will be followed.
fflangeu
flange
flange
ffcflange
u
haMM
mkNmmNXM
M
hdbhfM
mKNM
.51533.508.10153.52
7502428*)1250*2500*35*85.0(
2*)85.0(
.09.54071
10
'
Reinforcement CalculationsBottom
steel
3231.22428*1250*9.01009.15407
2
6
2
XR
bdM
R
n
un
005766.0
35*85.0323.2*2
11420
35*85.0
'85.0
211
'85.0
CfnR
yfCf
Reinforcement CalculationsBottom
steel
0035.0
0035.0420*435
0033.0420
4.1
4
4.1
min
min
'min
ofGreater
ff
fofGreater
y
C
y
0035.0
0035.0420*435
0033.0420
4.1
4
4.1
min
min
'min
ofGreater
ff
fofGreater
y
C
y
815.035*007.006.1
30007.006.13085.0
1
''
'
1
MPafforfMPaffor
CC
C
025.0420600
600420
35*815.0*85.0)75.0(
60060085.0
)75.0('
1
Max
Max
yy
CMax ff
f
Reinforcement CalculationsBottom
steel
Max min
bars 31bars 1.121452
17499.523bar one of areasection cross
A bars ofNumber
17499.523
2428*1250*0035.0
..
s
2
mmA
A
dbA
S
S
S
Reinforcement CalculationsBottom
steel
So according to the area of steel obtained, we choose to take 13 bars # 43
• As =13 bars #43 for each meter ,
• From table bmin =1174mm < bactual =1250
mm.
• So, we need one layer.
Reinforcement CalculationsBottom
steel
Reinforcement CalculationsBottom
steel
Reinforcement CalculationsTopsteel
Girder reinforcement
Frame
Postive ultimate moment (kN.m)
Number of steel bars
Pier cap
Negative ultimate moment (kN.m)
Number of steel bars
1 15407.1 13# 43 1 -19259 16 # 43
2 8723.79 7 # 43 2 -18908 15 # 43
3 11265.6 9# 43 3 -13529 12 # 43
4 10604.7 9# 43 4 -14976 12 # 43
5 10604.7 9# 43 5 -13529 12 # 43
6 11265.6 9# 43 6 -18908 15 # 43
7 8723.79 7 # 43 7 -19259 16 # 43
8 15407.1 13# 43
Reinforcement
The failure of reinforced concrete beams in shear is
quite different from their failure in bending.
Shear failure occur suddenly with little or no advance
warning.
Girder Shear
ReinforcementGirder Shear
Vu= 1271 KN Ø for shear = 0.75 We found that ØVc/2 = 673.31 < Vu= 1271 KN < ØVc=1346.63
KN So we need minimum strips We choose stirrups number 16 with max allowed spacingSmax =smaller of: 600mm
or 0.5d=0.5 x 2428=1214mm or
Choose Smax=600mm=60cm
ReinforcementGirder Shear
Dead Load Analysis Process
Total Dead loads coming from girders have been
considered as point loads (concentrated loads on the
pier cap).
In this case, there have been a total of 9 concentrated
loads imposed on the cap (since we have 8 girders).
Pier caps
According to reinforcement concrete (RC)
design concept, the design of bridge pier
caps follows the rectangular section design
method which used in slab design.
Concept & theory Pier caps
Design
Pier cap design fc
’ = 35 MPa fy = 420 MPa Cc=50 mm
db=57 mm
ds= 10 mm According to the ACI codes:
ρ = 0.85 (fc’/ fy) x [1-(1-(2Rn / 0.85 fc
’)0.5]
Rn = Mu/φ bd2
As=ρbd
Reinforcement Calculations
Mu = 17243.255KN.m = 17243.255x 106 N.mm
Cover= Cc+db+ds= 50+57+10= 88.5 mm =90 mm
d=h-cover=2550-88.5= 2461.5 mm
Rn = 17243.255x106 / (0.9 x 1000 x 2461.5 2)= 3.166
ρ = 0.85 (35/ 420) x [1-(1-(2x3.066 / 0.85x 35)0.5] = 0.00798
Bottom steel
From ACI Table the ρmax= 0.0216, and ρmin 0.0035
Reinforcement CalculationsBottom
steel
since the ρ = 0.00719 is between the extremes
ρmax<ρ < ρmin , ok (ρ = 0.00719)
As=ρbd=0.00797 x 1000 x 2461.5 = 19651.67 mm2
Reinforcement CalculationsBottom
steel
Reinforcement CalculationsBottom
steel
Steel Reinforcement
Moment Location
Ultimate Moment (KN.m)
As (mm2)
No. of bars
Span 1 17243.255 19300 8#57Middle Pier -29390.838 34452.964 15 #57
Span 2 17034.2175 19050.328 8#57
Pier cap
Negative shear Positive shear
span 1 -7587.37 -middle pier -12641.7 13840
span 2 - 7667.12
Shear Design Calculation Pier cap
We will design on the ultimate shear
=
Vu= 13840 KN
In our case we found that Vu ≥ ØVc , so we will need stirrups
So we will use
Shear Design Calculation Pier cap
Spacing limit :-
Shear Design Calculation Pier cap
Shear Design Calculation Pier cap
Alternative design
Present the second alternative design for the bridge, which is:
• I-Section Steel girder
Classification of LTB Cases:
• (1) if Lb ≤ Lp No LTB• (2) if Lp < Lb < Lr Inelastic LTB• (3) if Lb > Lr Elastic LTB
Where:
• Lb: laterally unsupported length of the compression flange.• Lp : limit for no LTB.• Lr : limit between elastic and inelastic LTB.
Lateral Torsional Buckling LTB
Moment vs. Lb curve
Design Concept
Mu ≤ øMp (Where ø = 0.9)
øMp = Zx * fy
Zx = øMp / fy ; Zx : is the plastic
section modulus
Moment on the Girder
Section
Frame Ultimate Moment (kips.ft)
Ultimate Moment (kips.ft) Zx Zx
1 11356.2 -14195 2725.5
-3406
.9
2 6430.12 -13937 1543.23
-3344.
9
3 8303.63 -9972.3 1992.87
-2393.
3
4 7816.53 -11038 1875.97
-2649
.2
5 7816.53 -11038 1875.97
-2649.
2
6 8303.63 -9972.3 1992.87
-2393.
3
7 6430.12 -13937 1543.23
-3344.
9
8 11356.2 -14195 2725.5
-3406
.9
Girder Front View
Section
Selection of the section
Zx= 3406.9 in3
Mu= 14195kips.ft
SAP2000
SAP2000
Ultimate Moment
Frame Ultimate Moment (kips-ft)
Ultimate Moment (kips-ft)
Zx Zx
1 6272.05 8525.27 1505.29 2046.072 2734.62 6238.21 656.309 1497.173 3536.51 8382.43 848.763 2011.784 3325.38 8382.43 798.092 2011.785 3325.38 6238.21 798.092 1497.176 3536.51 8525.27 848.763 2046.077 2734.62 8525.27 656.309 2046.078 6272.05 8525.27 1505.29 2046.07
Selection of the section
Zx= 2046.07 in3
Mu= 8525.27 kips.ftSection :
Laterally unsupported length of the compression flange (Lb)
Number of Segments
Case (1) Lb ≤ Lp No LTB
Lb = 24m
Lateral Bracing
Section Lp (ft) Lp (m) Lr
(ft) Lr (m) Lb (m) Lb/Lp
Segments
W40x503 13.1 3.99390
2 55.3 16.85976 21.6 5.40824
4 6
Final Section
Girder Front View
SectionW40x503
Economical Issues Detailed Cost
Cost of the Concrete Bridge Deck:
• The volume of the deck = 840 m x 22m x 0.25m = 4620 m3
• The volume of the parapets = [9.86 KN/m x (840 m x 2)] / 25 KN/m
=662.6 m3
• Cost of (1 m3) of concrete = 1500 AED
• The cost for deck and parapets = 4620 m3 + 662.6 m3 x 1500 AED/
m3 = 4.6 x106AED.
Economical Issues Detailed Cost
Cost of the Concrete Bridge Girders:
• The cost of the girders =Area x Length of Girder x Cost x Number of
girder
=2.625m2 x840mx1500AED/m3 x8=3.31x106AEDCost of the Steel Bridge Girders:
• Cost of (1 ton) of steel = 8000 AED/ton
• Cost of steel girders = weight of whole girders x cost of (1 ton)
steel
= 734.28 ton x 8000 = 5874240 AED
Economical Issues Detailed Cost
Cost of the Concrete Bridge Pier-caps:• Area of one pier cap =1000 x 2250 =2.25 x 106 mm2 =2.25 m2 • Volume of one pier cap = 2.25 x 22 = 49.5 m3 • Total cost of pier caps = 49.5 x 1500 x 7 = 519750 AED
Economical Issues AlternativeComparison
Total cost of : (AED)
Concrete bridge superstructure 8,429,750
Steel bridge superstructure 10,993,990
Economical Issues AlternativeComparison
• The initial material cost of reinforced concrete is less than
the equivalent steel required for construction.
• Less long term cost of materials used for repairing or
replacing the defected parts, since concrete does not
require high maintenance and protection coatings,
compared to steel.
In general, concrete bridge has lower environmental effects than a steel bridge :
• less influenced by excessive wearing from the moist surrounding atmosphere, because of its low chemical-active nature with moisture.
• Does not require a lot of protection layers, which contain harmful chemicals and highly toxic materials such as paints and protection coats, which means less consumption of material and less harming of the surrounding environment.
• Steel reinforcing steel bars (rebars) used in the bridge could be utilized, after the end of the serviceability, where it could be cleaned and reused, or recycled.
Concrete Bridge Environmental Issues
Environmental Issues
• On the other hand, the possibility of reusing and recycling the
materials is higher for the steel bridge.
• This means more reducing of the waste and its negative
impact on the environment.
SteelBridge
Contemporary Issues
• One of the most important issues regarding the design of the
bridge is having a positive social impact.
• This is achieved by considering the appropriate bridge design.
• This means fewer blockages of the bridge, more flow-ability,
and more convenience and comfort for the users.
Social Impact
Gant chart
Thank You For Listening …