Document Type : Research Paper


1 M.Sc., Department of Civil Engineering- Hydraulic Structures, Faculty of Marine Engineering, Khorramshahr Marine Science and Technology University, Khorramshahr, Iran

2 Assist. Professor, Department of Marine Engineering. Faculty of Marine Science, Khorramshahr Marine Science and Technology University, Khorramshahr, Iran

3 Assoc. Professor, Department of Civil Engineering, Institute of Soil Watershed Protection, Tehran, Iran

4 Professor, Department of Hydraulic Structures, Faculty of Water Engineering, Shahid Chamran University of Ahvaz, Ahvaz, Iran


Many financial and living expenses are caused annually due to the destruction of bridges in the flood events. Studies show that changes in bridges' geometry can lead to changes in the time to reach maximum scouring. The purpose of this study was to investigate the time variation of scour depth at the bridge pier. For this purpose, a laboratory flume with a length of 14 meters, a width of 1.5 meters and a height of 0.7 meters was used. Four different forms of the slot were created on the rectangular pier including two rectangular (vertical and horizontal), square and diamond slots. Experiments were carried out at three levels: above the bed, on the bed and under the bed at four flow rates of 21.2, 25.6, 29 and 32 l/s in sediments with a mean diameter of 0.5 mm. The results of this study showed that the scour rate is higher in the first minutes of the start of the test. Over time, the intensity of changes is reduced. increasing the depth and volume of the scour hole, decreases the intensity of the changes. Moreover, there is a delay between approaching the dimensionless scour number to a certain degree and next changes in this parameter, which indicates that in a flood event, performing emergency measures could be effective. In addition, at a given time, placing slot at the top of bed increased the scouring dimensionless number by twice rather than placing under the bed.


Main Subjects

Amini A., Melville B. W., Ali T. M. and Ghazali A. H. (2011). Clear-Water Local Scour around Pile groups in shallow-water flow. J. Hydraul. Eng., ASCE, 138(2), 177-185. 

Ettema R., Kirkil G. and Muste M. (2006). Similitude of large scale turbulence in experiments on local scour at cylinders. J. Hydraul. Eng., ASCE, 132(1), 33-40. 
Ghani A. and Mohammadpour R. (2015). Temporal variation of clear-water scour at compound abutments. Ain Shams Eng. J., 7(4),1045-1052. 
Grimaldi C., Gaudio R., Calomino F. and Cardoso A. H. (2009). Countermeasures against local scouring at bridge piers: slot and combined system of slot bed sill. J. Hydraul. Eng., ASCE, 135(5), 431-425. 
Hassanpour N., Hosseinzadeh dalir A and Oronaghi H. (2013). Investigation of Local Scour around Airfoil Shaped Pier with Collar. J. Soil Water Sci., 23(3), 221-234. 
Lu J - Y., Shi Z – Z., Hong J – H., Lee J – J. and Raikar R. V. (2011). Temporal variation of scour depth at nonuniform cylindrical piers. J. Hydraul. Eng., ASCE, 137(1),45–56. 
Mashahiri M. B., Zarrati A.R. and Rezayi A. R. (2004). Time development of scouring around a bridge pier protected by collar. 2nd International Conference on Scour and Erosion, ICSE-2, Singapore. 
Melville B.W. and Chiew Y.M. (1999). Time scale for local scour depth at bridge piers. J. Hydraul. Eng., ASCE.125(1), 59-65. 
Melville B.W. (1997). Pier and abutment scour. Integrated approach. J. Hydaul. Eng., ASCE, 132(2), 125-136. 
Melville B. W. and Raudkivi A. J. (1996). Effects of foundation geometry on bridge pier scour. J. Hydraul. Eng., ASCE, 122(4), 203–209. 
Raudkivi A. J. and Ettema R. (1983). Clearwater scour at cylindrical piers. J. Hydraul. Eng., ASCE, 109(3), 339-350. 
Solaimani N., Amini A., Banejad H. and Taheri Ghazvinei P. (2017). The effect of pile spacing and arrangement on bed formation and scour hole dimensions in pile groups. Int. J. River Basin Manag., 15(2), 219-225.
Tafarojnoruz A., Gaudio R. and Calomino F. (2012). Evaluation of flow- altering countermeasures against Bridge Pier Scour. J. Hydraul. Eng., ASCE 138(3), 297-305.