Jorge Enrique Saénz Samper CE INCIDENCE OF THE NEW BRIDGE CONSTRUCTION OVER THE MAGDALENA RIVER IN BARRANQUILLA COLOMBIA ON THE HYDRAULIC CONDITIONS Pittsburgh USA 1821 September 2017 SMART RIVERS ID: 759313
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Slide1
Luis Leonardo González Jiménez; CE, MScJorge Enrique Saénz Samper; CE
INCIDENCE OF THE NEW BRIDGE CONSTRUCTION OVER THE MAGDALENA RIVER IN BARRANQUILLA (COLOMBIA) ON THE HYDRAULIC CONDITIONS
Pittsburgh, USA, 18-21 September 2017
“SMART RIVERS
2017”
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INTRODUCTION
The objective of the study was evaluating the influence of the new bridge construction on the river hydraulics near the crossing. New bridge is located parallel to the existing one. - Existing bridge: piles arranged in pairs with 2.5m diameter each and 5m diameter for the central piers. - New bridge: span of 380m between central piers, each one supported on a dice with piles of 2.8m diameter.
Slide3Main Topics Analyzed
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1- Water levels at Canchera School2- Hydraulics and scouring at the New Bridge3- Pasadena Channel Hydraulics4- Ahuyama Branch Hydraulics
Slide4Location
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CARIBBEAN SEA
PACIFIC OCEAN
Barranquilla
Barranquilla
MAGDALENA RIVER
Location
New Bridge
N
New Bridge Piles
Barranquilla
To
San Marta
Existing Bridge
Rondón Island
MAGDALENA RIVER
Slide5Magdalena River General Characteristics
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Width of the Magdalena River on site: 1150 mMean Annual Discharge :7200 m3/sDistance to Caribbean Sea: 21 kmManning’s n Main channel: 0.024- Manning’s n Island and banks: 0.035
Slide61- Water levels at Canchera School
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Canchera School
MAGDALENA
RIVER
Existing Bridge
New Bridge Piles
500 m
aprox
N
Slide71- Water levels at Canchera School
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Based on the topographic information and the hydraulic modeling, water levels that can be reached by the river and affected property were stablished.
Magdalena
River
Location current Bridge and New Bridge
Aprox
500 m
Hydraulic Profiles
Site closest to
Canchera School
Slide81- Water levels at Canchera School
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For the construction of the Canchera School, a period return period of 50 years was considered.
Return Period(Years)Water Level (msnm)Protection Level(msnm)51.982.13102.212.36202.402.55502.612.761002.752.90
It was
recommended to
raise the
terrain
level to
a height of 2
masl
. T
he
first floor should start at 2.75
masl
.
Slide92- Pasadena channel hydraulics
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N
CHANNEL PASADENA
MAGDALENA RIVER
BARRANQUILLA
Slide102- Pasadena Channel hydraulics
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According to the topography of the area, the channel projected for the
Channel Pasadena in the sector where the camp is located is hydraulically studied. This included hydrology, channel layout and cross-sections.
Hydraulic Modeling - HECRAS
- Design flow -
Tr
50 years: 10.8 m3/s corresponding to 54 ha
Boundary Conditions: Levels in the Magdalena river at the place
of
channel delivery and variation of water levels
by
tide effect.
Manning’s
n
: 0.015, corresponding to concrete
Slopes: 0.12% and 0.64%
Slide112- Pasadena channel hydraulics
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C
hannel bottom is below the natural terrain as a result of the interference with existing pipes and cross section changes.The possibility of a hydraulic jump for a period of Tr = 50 years and a minimum level in the Magdalena river was considered. Although improbable, it will happen in the lined section of the channel and will be submerged by the water level of the Magdalena River.
Slide123- Hydraulic Evaluation and Scouring at the New Bridge
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Analysis were conducted to study the behavior of the river at the
project
site during the construction of the new bridge.
This condition is considered the most critical during the next 3 years and which will be at the same time the following structures:
Piles of the existing
b
ridge
Piles of the new
b
ridge
Four temporary jetties for construction of the new bridge
Slide133- Hydraulic Evaluation and Scouring at the New Bridge
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Rondón Island
Barranquilla
Magdalena
River
Palermo
Rondón Island
380 m
Temporary
jetties
for
construction
of
the
new Bridge
Piles of
the
existing bridge
Piles of
the New Bridge
N
Slide143- Hydraulic Evaluation and Scouring at the New Bridge
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Piles of the existing bridge = 30 piles
Piles of the new bridge = 54 piles, 2.0m
diam
+ 20 Piles, 2.8m
Four temporary jetties during construction
2*(54
+
75)= 258
piles, 0,90m
diam
.
Slide153- Hydraulic Evaluation and Scouring at the New Bridge
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Hydraulic
Modeling
New bridge
Existing
b
ridge
Jetty
Jetty
Jetty
Jetty
Magdalena
River
Slide163- Hydraulic Evaluation and Scouring of the New Bridge
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Model Results
Return Period (years)
Flow
(m
3
/s
)
Water
level
(masl)
Existing bridge Scenario
Scenario during construction
Future scenario only with the New bridge
Original design (2014
)
Jesyca
(2015)
Original design
(2014
)
2
11 819
1.63
1.64
1.63
5
13 790
2.08
2.11
2.09
10
14 800
2.32
2.35
2.33
20
15 619
2.52
2.55
2.53
50
16 521
2.74
2.77
2.75
100
17 111
2.89
2.92
2.89
500
18 279
3.18
3.21
3.18
1000
18 717
3.29
3.32
3.29
Slide173- Hydraulic Evaluation and Scouring at the New Bridge
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I
t
can be concluded that the effect of the piles
during construction on the
hydraulic behavior of the Magdalena River, is minimal and does not imply any complication from the point of view of changes
in the
water levels
or
the average velocities
in the
central channel
or
the
banks.
Slide183- Hydraulic Evaluation and Scouring of the New Bridge
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G
eneral scour was estimated by the Lischtvan-Lebediev formulation. Local scour by the formulations in HEC-18 for a composite pile. According to the total estimated scour, the final profile theoretically exceeds the coral rock boundary. Since it is a competent stratum, the scour is limited to rock level.
Longitudinal
profile
main channel
Maximun water level 3.13 masl - Average water level 1.69 masl
Scour estimated assuming sandy bed
Coral rock
Shallow fill
Alluvial filling
Alluvial - Lacustrine filling
Residual Soil 1
Residual
Soil
2
Slide194- Ahuyama branch hydraulics
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MAGDALENA RIVER
N
BARRANQUILLA
CAÑO AHUYAMA
Existing
dyke
NEW BRIDGE PILES
Slide204- Ahuyama branch hydraulics
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Another aspect to determine the effect of the area is the influence of the tributaries that reach the Magdalena River, in this case the
Caño
Ahuyama
. Evaluation of
Tr
=100 year discharge was
analized
in respect of the existing dyke.
Two scenarios were
analized
:
-The first one contemplates high levels in the Magdalena river that generate flow towards the
Ahuyama
branch,
- The second one when the
Ahuyama
branch
flows to the Magdalena river because of the runoff from the urban zone.
Slide214- Ahuyama branch hydraulics
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Scenario
- 1
Flow
DIrection
Projected
Piles
Projected
Piles
CAÑO AHUYAMA
2.92
masl
2.87
masl
Dyke Projection
MAGDALENA RIVER
Q=20 m3/s
Projected
Piles
Flow
Direction
MAGDALENA RIVER
Slide224- Ahuyama branch hydraulics
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Q=20 m3/s
S
cenario - 2
The most critical condition to evaluate the water levels next to the Ahuyama branch is the Scenario 2.As for the effect of the piles on the Ahuyama branch, this is minimal with over elevations of only 1cm.It is recommended that the existing dyke be raised up to 3.5 masl along its entire length (300 m).
Tr 2 años
Tr 25 años
Q=98.4 m3/s
Flow
Direction
MAGDALENA RIVER
CAÑO AHUYAMA
Projected
piles
Projected
piles
3.13
masl
3.43
masl
Q=55.05 m
3
/s
2.92
masl
Dyke Projection
MAGDALENA
R
IVER
Projected
piles
Flow
Direction
Q=55.05 m
3
/s
Q=98.4 m
3/s
Slide23CONCLUSIONS
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The evaluations performed for each of the mentioned scenarios were carried out using a free computational tool in 1 dimension (HEC-RAS). This software was sufficient to estimate levels and affectations in the study areas.
The determination of flood levels for the Canchera School, allowed to have the respective levels from which the new area to be built was projected and thus to avoid damages of floods.In the same way, the modeling made it possible to dimension hydraulic structures such as the Pasadena channel and the dyke along the Ahuyama channel in the right bank.The incidence of the New Bridge in the hydraulic conditions of the area, does not generate a considerable affectation in the water levels and the speeds in the sector in spite of flowing through 362 piles. This is due that most of the piles are in zones near to the banks, where the speeds are smaller than those registered in the center of the main channel.The scour is limited by the coral rock, which is approximately 10 m below the natural bed.
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Source
: Giovanny Escudero – El Heraldo 16 de Noviembre de 2016