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Investigating Causes of Highway Crossing (Bridges and Culverts) Outlet Erosion in Selected Structures of Mekelle to Adigrat Highway - Tigray, Ethiopia
ISSN: 2165-784X
Journal of Civil & Environmental Engineering
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Investigating Causes of Highway Crossing (Bridges and Culverts) Outlet Erosion in Selected Structures of Mekelle to Adigrat Highway - Tigray, Ethiopia

Dawit Hadera1* and Bizuneh Asfaw2

1Tigray Agricultural Research Institute, Mekelle Agricultural Mechanization and Rural Energy Research Center, Tigray Ethiopia

2Mekelle University, Ethiopia Institute of technology-Mekelle (EiT_M), School of Civil Engineering, Mekelle, Ethiopia

*Corresponding Author:
Dawit Hadera
Tigray Agricultural Research Institute
Mekelle Agricultural Mechanization and Rural Energy Research Center, Tigray Ethiopia
Tel: (+251) 34 440 2801
E-mail: [email protected]

Received date: February 23, 2016; Accepted date: April 26, 2016; Published date: April 28, 2016

Citation: Hadera D, Asfaw B (2016) Investigating Causes of Highway Crossing (Bridges and Culverts) Outlet Erosion in Selected Structures of Mekelle to Adigrat Highway - Tigray, Ethiopia. J Civil Environ Eng 6:246. doi:10.4172/2165- 784X.1000246

Copyright: © 2016 Hadera D, et al. This is an open-access article distributed under the terms of the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original author and source are credited.

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Abstract

Roads are backbones for one’s country economy and play great role in public’s mobility. To make these well function proper drainage systems must have; and these drainages are major causes for land degradation and gully formation. This investigation was conducted in selected road crossings; Agulae river bridge and Kehen and Betehaweriat culverts of Mekelle to Adigrat highways using hydrologic and hydraulic analysis. Hydrologic and hydraulic analysis was conducted with the help of HEC RAS 4.1.0 for bridge and HY 8 hydraulic analysis software’s for culvert. Agulae river bridge has scouring problem up to 13.00 m, 13.96 m left and 18.97 m, 20.04 m right for 50 and 100 years peak flood; and overtopping 0.24 m for 50 years. Kehen and Betehaweriat culverts have high outlet velocity 6.456 m/s and 5.241 m/s and high Froude number, 3.4 and 2.92 respectively. Remedial measures were reviewed based on the hydraulic analysis result computed. Based on hydraulic analysis results; the recommend energy dissipaters are 1.204 m thickness stone riprap for bridge; and USBR type IV basin for culverts.

Keywords

Bridges; Culverts, Froude number; Hydraulic analysis; Outlet velocity, Peak flood hydrologic; Scouring

Introduction

Roads which are pervasive, persistent and potentially cumulative form of landscape; are backbone for one’s country economy and play a major role for public’s mobility and trade movement. In 2008, Ethiopian Road Authority (ERA) [1] state that` Regional Roads Bridge Inventory and Inspection (RRBII) project was launched in aiming dissemination of bridge management to rural road authorities and to have full data of bridge and culvert existing in the country.

As a result of Bridge asset Management Support Service, we could have 4407 bridges and 40567 culverts (opening length <4 m) registered with all kinds of geographical, physical and condition data, and regionally registered 539 bridges and 3647 culverts. The primary purpose of road crossings (bridges and culverts) are to serve as conveyance structures preventing water from pooling on the roadway surface and damage the road structure.

The analysis were done using ARC MAP 10.2.1 and excel spread sheet for the determination of the catchment area, catchment characteristics and peak flood of 50 and 100 years return period based on ERA drainage design manual [2]; and HEC RAS 4.1.0 and HY 8 were used for the hydraulic analysis of bridge and culverts respectively. Based on the obtained findings from the socio economic and hydraulic analysis, possible alternative remedial measures were drawn also according the size and type of drainage structures.

The main objective of the study is; to investigate the causes of highway crossing (Agulae river bridge and Kehen and Betehaweriat culverts) outlet erosion; using hydrologic and hydraulic analysis. And the sSpecific Objectives are;

1. To check the hydrologic and hydraulic performance of selected highway cross drainage to check whether hydraulic performance is correct

2. To suggest possible solutions and control mechanism for the erosion on the highway outlet erosions.

Research Methodology and Data Collection

Investigation and study of causes for highway crossing outlet erosion is very complex and multi-disciplinary approach; which relates with Hydraulic and Geotechnical engineering [3-5].

Nature and Source of Data: Both primary and secondary sources of data have been exploited and the major data’s are:

1. Geometric data establishing the connectivity of the river system; cross section data, reach lengths, and stream junction information. Hydraulic structure data’s (bridge, culverts) which are also considered geometric data’s will get by surveying on selected two culverts and one bridge.

2. Metrological data (rainfall data), collected from Ethiopian Metrology Agency. Rainfall data reliability was checking using simple statistical techniques of examining average over longer periods using relative standard error is:

Figure (1)

Where: σq = relative standard error

σn = Logarithmic standard deviation

Qo = Long term annual mean of rainfall, mm

Therefore relative standard error for Wukiro area, Agulae Bridge and Kehen culvert Is 9.91 which is less than 10%, so according ESRDF, the data series can be taken as reliable and adequate. The rainfall data for Adigrat, Betehaweriat culvert is also reliable because the: relative standard error is 7.56.

And outliers have been checked using;

Figure (2)

Where: YL= lower outlier

Ymean= mean of rainfall data series

Kn= constant

Stdv= standard deviation of rainfall data; are consistent for both areas.

Fitting distribution was checked using HEC SSP 2.0 and the best fit is Log Person III and based on this rainfall data the maximum design rainfall of Wukiro Kilte Awillalo and Adigrat have been computed.

3. Land use and soil maps of the study area are described by the Digital Elevation Model (DEM) using (ARC MAP 10.2.1) from Tekeze soil and land use map of selected culvert and bridge.

4. Drainage areas were determined from Digital Elevation Model (DEM) of Ethiopia which has 90m*90m resolution, using ARC MAP 10.2.1.

5. Time of concentration (Tc) was computed using Ethiopia Roads Authority drainage design manual [2]; for defined watercourse, channel flow occurs. The recommended empirical formula for calculating the time of concentration in natural channels was developed by the US Soil Conservation Service as shown in equation 3 [6-8].

(3)

Where:

Tc = Time of concentration (hours).

L = Hydraulic length of catchments measured along flow path from the catchment boundary to the point where the flood needs to be determined (km)

Sav = Average slope (m/m).

Sample size of the study

For the hydrologic and hydraulic analysis two culverts one from Kehen and the other from Betehaweriat near Adigrat and one bridge Agulae river bridge have been selected. For the bridge the hydrologic and hydraulic analysis was carried out using SCS method and HEC RAS 4.1.0 respectively and using SCS method and HY 8 for Kehen and rational method and HY 8 for Betehaweriat culverts respectively.

Hydrological model

There are many hydrologic models which have developed in the past decades due to advances in hydrologic sciences; among them the SCS method of peak discharges estimation (runoff estimation) is one. So for this study SCS method and rational method have been used. This is because it is applicable for areas which do not have sufficient rainfall and stream flow records and ERA drainage design manual recommended [9].

Rational method is estimates runoff as a function of runoff coefficient, frequency factor, rainfall intensity and area using equation 4 [1].

(4)

Where: Qd = Design discharge M3/s

Cf = Runoff coefficient, unit less,

C = Frequency factor,

I = Intensity of rainfall, mm/hr

A = Area of the basin, ha

Hydraulic model

Hydraulic analyses of river bridge and culverts have been computed using HEC RAS 4.1.0 and HY8 respectively; from the rate of flood runoff (discharge) and the volume of runoff that will pass through the bridge.

Manning’s coefficient for hydraulic analysis

Based on ERA Drainage design manual guidelines the manning ‘n’ value of Agulae river bridge was selected from the table given on ERA drainage design Manual. Picture of bed channels and flood plains for which the discharge has been measured and manning’s n has been captured.

Calibration and validation of HEC RAS

There is no enough gauged flow data to calibrate and validate the hydraulic computation. But the HEC RAS was calibrate using recording observed flow from rating curve of depth verses discharge of Agulae river bridge (Amanual, 2008-09) with 139 observed flows of 2007, and 98% degree of freedom, the equations are given as follows;

(5)

(6)

Where: ME = Model Efficiency

RRMSE = Relative Root Mean Square Error

N = number of observations

Oi = the observed value, m

Pi = predicted value, mm

Omean = is the mean observed value, m

Hence; the ME and RRMSE are 0.976295 and 0.010672 respectively which are relatively close to the 1 and 0 respectively. The model is good enough and the celebrated manning’s roughness fitting with HEC RAS model is n=0.117.

Result and Discussion

Hydrologic analysis

Delineation of drainages: The longest flow path, location and elevation vary and drainage area coverage of three drainages (Betehaweriat culvert, Kehen culvert and Agulae Bridge) is as shown in the Table 1.

Drainage

Drainage area Km2adjoint

Longest flow path /Km

Elevation

TcHr

Slope m/m

U/S (m)

D/S(m)

@10%(m)

@85%(m)

Agulae

422.5

45.4

2800

1990

2067.3

2724.546

10.02

0.03

Kehen

1.48

2.5

2465. 9

2267

2367

2291

0.58

0.08

Betehaweriat

0.1215

0.573

2750

2571

2701

2612

0.07

0.29

Table 1: Summarized drainage area, longest flow path, elevation, time of concentration and slope of Agulaeriver bridge, Kehen Culvert and betehaweriat culverts.

Computation of drainage parameters: For agulae drainage area 39.58% of the total drainage is cultivable land of which 35.67% of the total is lithic leptosoil/clay loam. 10.5% clacic vertisol and 1.53% is euteric vertisoil/siltloam. And 1.88% is eutric leptosol. and of the total 31.93% is scrublands of which 23.41% is Halpic Luvisol and 4.78% is luvic calcisol and 3.74% is halpic calcisol, 16.36% is grass land with calcric cambisol type of soil and 2.2% is natural forest with Eutric cambisol and haplic arsenol type of soil.

For Kehen drainage area 42.25% of the total drainage area is caltivable land; rainfed; cereal land cover system; unstocked (woody plantation). 41.58% of the drainage area grassland; unstocked (woody plant and 16.17% of the drainage is shurbland; open (20-50%woody cover); and for Betehaweriat drainage area 29.9% of the land covers open bushland and major soil is litho sols type D and 70.1% of the land also covers by open bushland and chromic luvisols type B The detail drainage characteristics of the areas are as shown in the Table 2.

Drainage Land cover Soil type Hydrologic soil group Rainfall region AMC Normal CN Wet CN
C1       Cultivable land Calcic Vertisol D A1 Good 85 87.59702      
Cultivable land EutricLeptosol D A1 Good 85
Cultivable land Lithic Leptosol D A1 Good 85
Shrub land HaplicLuvisol C A1 Fair 70
Shrub land LuvicCalcisol C A1 Fair 77
Shrub land HaplicCalcisol D A1 Fair 70
Natural Forest Haplic Aerosol A A1   36
Natural Forest EutricCambisol B A1 Fair 60
Grassland CalcaricCambisol B A1 Fair 59
C2 Cultivated Land; Rainfed; Cereal Land Cover System; unstocked (woody pl) CalcaricCambisol B A1 poor 72 87.22075
Grassland; unstocked (woody plant) LuvicCalcisol C A1 Fair 76  
Shrubland; Open (20-50% woody cover) Lithic Leptosol D A1 Good 79  
C3 Open  bushed Lithosols D A1 Good 71 94.9
`Open  bushed Chromic Luvisols B A1 Good 89

Table 2: Drainage characteristics of (C1) Agulaebridge; (C2) Kehen culvert; and (C3) Betehaweriat culvert.

Peak discharge computation: From the computed drainage characteristics above peak flood of the three catchment areas is computed. And the summarized and rainfall intensity and peak discharges from 5 up to 100 years return period of the three drainage areas are result as shown in the Table 3.

  Return Period 5 years 10 years 25 years 50 years 100 years
C1 & C2 Rainfall intensity(mm) 75.523 85.431 93.691 102.926 108.978
C1 peak flood (M3/s) 287.558 350.875 404.996 466.632 507.549
C2 peak flood(M3/s) 17.3801 19.6602 21.5611 23.6863 25.0791
C3 Rainfall intensity(mm) 61.38 69.8 76.98 85.27 90.85
C3 0.278*Cf*C*I*A 2.07323 2.35763 2.86017 3.4562 3.8358

Table 3: Peak flood computations of AgulaeRiver Bridge, Kihen culvert and Betehaweriat culverts.

Hydraulic analysis

From the above computed design discharges of Agulae river bridge, Kehen and Betehaweriat culverts hydrologic analysis; the hydraulic analysis was computing using HEC RAS 4.1.0 for the river bridge and HY 8 for the culverts.

Hydraulic analysis of bridge

River cross – section data: For Agulae river bridge eight river cross section data’s have been surveyed around the bridge location 150m upstream and downstream of the bridge location. The cross section data were collected at an interval of 30 m up to 57 m based on the type of river bed formation and topography to get accurate result. The downstream and upstream river cross sections are shown in Figure 1 to indicate the difference.

civil-environmental-engineering-Agulae-river-bridge

Figure 1: Upstream (left) and downstream (right) cross sections of Agulae river bridge, which have around 50 m difference.

The existing dimensions of agulae river bridge: The hydraulic calculation was done using 50 years return period computed. Based on the computation the dimension of the existing 21 m span, 8.9 m width and 1.65m thickness bridge is not adequate for 50 years return period steady flow; which overtop by 0.24 m to the left and right farming lands due to the size of the bridge have small size in comparing to the incoming flow as indicates in Figure 2 below.

civil-environmental-engineering-Peak-flood-profile

Figure 2: Peak flood profile for 21 m span upstream of Agulae river bridge 50 have not adequate for years return period which over tops by 0.24 m.

Scouring condition of bridge: In order to perform Agulae river bridge scouring analysis; first computing the mean size fraction of the bed material (D50) of the river bed channel and left and right over banks using sieve method and water temperature was adjusted itself by default when the SI unit adjust to metric. The mean size fraction of the bed material/D50of the river channel is 5.5 mm and overbanks 0.78 mm and the scouring conditions summarizes as follows.

Hydraulic analysis of culverts

Hydraulic performance of the existing culverts: Outlet velocity and Froude number of the two structures are very high but the structures have enough capacity to the incoming flow up to 100 years return period. Hydraulic performance of the two culverts was checked using HY 8 software and the summarized results are as shown in Table 4.

Return Period Contraction Scour Abutment Scour Combined Scour
Ys Vo Ys left Vo left Ys right Vo right Ys left Ys right
25 3.87 1.43 6.67 1.38 11.79 1.63 10.55 15.66
50 4.5 1.46 8.49 1.32 14.47 1.58 13.00 18.97
100 4.95 1.46 9.01 1.34 15.09 1.62 13.96 20.04
1.7*100 8.415   15.317   25.653   23.73 34.068

Table 4: Scouring condition of the agulae river bridge on given return periods; all dimensions are in meter.

i. Kehen culvert: is 5m*1.8m box culvert which hydraulic design using HY-8 culvert analysis program looks as shown in the Figure 1 and full culvert analysis result is in Appendix C. The size of the culvert is fit to the incoming flow of 100 years 25.07 m3/s and it has enough capacity up to the maximum flow of 29.36 m3/s as shown in Table 5.

Culvert Name Total Discharge (cms) Normal Depth (m) Critical Depth (m) Outlet Depth (m) Tailwater Depth (m) Outlet Velocity (m/s) Froude Number
Kehen 23.68 0.381 1.317 0.734 0.426 6.456 3.4
29.36 overtopping
Betehaweriat 3.45 0.223 0.672 0.329 0.327 5.241 2.92
8.34 overtopping

Table 5: Summary HY 8 result of Kehen and Betehaweriat culverts.

ii. Betehaweriat culvert: is 2m*2m box culvert in which hydraulic design using HY 8 looks as shown in Figure 2 and its computed size is fit to the incoming flow of 100 years 3.82 m3/s and it have enough capacity up to the maximum flow of 8.34 m3/s.

Since the maximum Froude number is 2.92 at 50 years which is greater than 1 and the outlet velocity is 5.241 m/s; for 50 years the flow change to supper critical flow, and there has been a great erosion effect.

Scouring condition at culverts: The natural channel flow is usually confined to a lesser width and greater depth as it passes through a culvert barrel. An increased velocity results with potentially erosive capabilities as it exits the barrel [10] this leads to scour at the bottom of the culvert. From the HY 8 result Kehen culverts have scour dimensions of; length 28.742 m, width 16.068 m, and depth 3.031 m and Betehaweriat culvert has scour dimensions of; length 12.343 m, width 6.411 m, and depth 1.436 m at maximum design flood and practically there is a formation of gully.

Remedial Measure

The crossing structures in the study area are highly affected by gully erosions. Due to runoff are flowing to concentration from the whole catchment to one direction and give speed to erode the soil. Erosion control practices hold soil in place and reduce soil removal by storm water. The most effective way to control erosion is to preserve existing vegetation and replant cleared or bare areas as soon as possible. Based on the drainage structure types the remedial measures have been recommend. The remedial measures were recommended from hydraulic result analysis; computing from the hydraulic results of the bridge and culvert.

Rock riprap at abutments

According FHWA, 2012 the scour preventive alternative stated for existing bridges; For Froude numbers greater than 0.80 the recommended design equation for sizing rock riprap for spill-through and vertical wall abutments is in the form of the Isbash relationship from [10].

(7)

Where, D50 = Median stone diameter, m, V = Characteristic average velocity, m/s, Ss = Specific gravity of rock riprap (2.65), g = Gravitational acceleration, m/s2, y = Depth of flow in the contracted bridge opening, m, K = 0.61, for spill-through abutments and 0.69, for vertical wall abutments

The rock riprap thickness should not be less than the larger of either 1.5 times D50 or D100. The rock riprap thickness should be increased by 50 percent when it is placed under water. Based on this for Agulae river bridge it needs 1.204 m thickness.

Energy dissipaters for culverts

Energy dissipaters are devices designed to protect downstream areas of drainage structure from erosion by reducing the velocity of flow to acceptable limits. Therefore To protect the culvert and adjacent areas, it is sometimes necessary to employ an energy dissipater. From this, the culverts in Betehaweriat and Kehen have outlet velocity of over 4.6 m/s (which are 5.241 m/s and 6.456 m/s) therefore the structure needs 6.7-10.4 m length and 45.72 cm thickness of apron. For Froude number 2.5-4.5 FHWA recommend USBR type IV basin for energy dissipaters and designed using, maximum width of the chute blocks is equal to the depth of incoming flow, y1. From a hydraulic standpoint, it is better to construct the blocks narrower than y1, preferably 0.75 (y1). The block width to spacing should be maintained at 1: 2.5 with a fractional space at each wall. The top of the blocks is placed 2 (y1) above the basin floor and sloped 5 degrees downstream (Figure 3).

civil-environmental-engineering-USBR-Type-IV

Figure 3: USBR Type IV Basin FHWA HEC 14.

Conclusion and Recommendations

Conclusion

The following conclusions were drawn from the results of the investigation:

1. Lack of properly hydrologic and hydraulic design of highway drainage is major cause of downstream erosion and gully formation.

2. The existing Agulae river bridge has not enough capacity to 50 and 100 years return period flow that overtop by 0.24 m and 0.42 m respectively.

3. Kehen and Betehaweriat culverts have high velocity and Froude number and cause for highly degraded land, so they need appropriate energy dissipaters.

4. The hydraulic performance checking indicates the two culverts needs USBR type IV basin energy dissipaters; and Agulae river bridge needs 1.204 m thickness Riprap.

Recommendations

The following recommendations were drawn from this study

1. This study does not look to the dynamics of the morphology of the channels, future studies should focus to consider these.

2. There are forming a lot of gullies due to road crossing and side channel construction in many places; so researchers have to do a lot of works in this topic.

3. Construction of road and road drainages must have in consideration of hydrologic and hydraulic designs to minimize the effect of erosion and socio economic impact of these road drainages.

References

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