The Effect of the Side-Weir Crest Height to Scour in Clay-Sand Mixed Sediments
Experimental studies to investigate the depth of the
scour conducted at a side-weir intersection located at the 1800 curved
flume which located Hydraulic Laboratory of Yıldız Technical
University, Istanbul, Turkey. Side weirs were located at the middle of
the straight part of the main channel. Three different lengths (25, 40
and 50 cm) and three different weir crest height (7, 10 and 12 cm) of
the side weir placed on the side weir station. There is no scour when
the material is only kaolin. Therefore, the cohesive bed was prepared
by properly mixing clay material (kaolin) with 31% sand in all
experiments. Following 24h consolidation time, in order to observe
the effect of flow intensity on the scour depth, experiments were
carried out for five different upstream Froude numbers in the range of
0.33-0.81.
As a result of this study the relation between scour depth and
upstream flow intensity as a function of time have been established.
The longitudinal velocities decreased along the side weir; towards the
downstream due to overflow over the side-weirs. At the beginning,
the scour depth increases rapidly with time and then asymptotically
approached constant values in all experiments for all side weir
dimensions as in non-cohesive sediment. Thus, the scour depth
reached equilibrium conditions. Time to equilibrium depends on the
approach flow intensity and the dimensions of side weirs. For
different heights of the weir crest, dimensionless scour depths
increased with increasing upstream Froude number. Equilibrium
scour depths which formed 7 cm side-weir crest height were obtained
higher than that of the 12 cm side-weir crest height. This means when
side-weir crest height increased equilibrium scour depths decreased.
Although the upstream side of the scour hole is almost vertical, the
downstream side of the hole is inclined.
[1] Subramanya K, and Awasthy S. C. (1972). “Spatially varied flow over
side-weirs”, J. of Hydrological Eng., ASCE 98(1): 1–10. W.-K. Chen,
Linear Networks and Systems (Book style). Belmont, CA: Wadsworth,
1993, pp. 123–135.
[2] El-Khashab A. M. M., and Smith K. V. H. (1976) “Experimental
investigation of flow over side weirs.” J. Hydr. Div., 102, 1255–1268.B.
Smith, “An approach to graphs of linear forms (Unpublished work
style),” unpublished.
[3] Uyumaz, A., and Muslu, Y., (1985) “Flow over side weir in circular
channels.” J. Hydraul. Eng., 111, (1), 144–160.
[4] Ağaçcıoğlu H. and Yüksel Y. (1998) “Side-weir flow in curved
channel”, Journal of Irrigation and Drainage Engineering, ASCE 124(3):
163–175.
[5] Uyumaz A, and Smith RH., (1991) “Design procedure for flow over
side-weirs”, Journal of Irrigation and Drainage Engineering, ASCE
117(1): 79–90.
[6] Muslu Y., (2002) “Numerical analysis for lateral weir flow”, Journal of
Irrigation and Drainage Engineering, ASCE 127(4): 246–253.
[7] Fares YR., (1995) “Boundary shear in curved channel with side
overflow”, Journal of Hydraulic Engineering ASCE 121(1): 2–14.
[8] Fares YR., (2000) “Changes of bed topography in meandering rivers at a
neck cutoff intersection”. Journal of Environmental Hydrology 8(13): 1–
18.
[9] Önen F. (2004) “Hareketli tabanli akarsularda yanal akimin
hidrodinamiinin incelenmesi. (An investigation of hydrodynamic of
lateral flows in movable bed rivers)”, PhD thesis, Yildiz Technical
University, Istanbul, Turkey (in Turkish).
[10] Ağaçcıoğlu H, Önen F., (2005) “Clear-water scour at a side-weir
intersection along the bend”, Journal of Irrigation and Drainage, ICID
54: 553–569.
[11] Ağaçcıoğlu H., Önen F. and Toprak Z. F., (2007) “Scour Around a Sıdeweır
at a 300 section of a 1800 alluvial curved channel”, Jour. of Irri.and
Dra. Eng., 56; 423-438.
[12] Rosier, B., (2007), “Interaction of Side Weir Overflow with Bed-Load
Transport and Bed Morphology in a Channel”, PhD. Thesis, 421p.,
Karlsruhe Institute of Technology, Germany.
[13] Black, K. S., Tolhurst T. J. and Paterson D. M. (2002) “Working with
natural cohesive sediments”, Journal of Hydraulic Engineering, 128(1):
2-8.
[14] Molinas, A., and Hosny, M., (1999) “Effects of Gradation and Cohesion
on Bridge Scour, Volume 4, Experimental Study of Scour Around
Circular Piers in Cohesive Soils”, Technical Report, Federal Highway
Administration, U.S. Dep.of Transp. FHWA-RD-99-186.
[15] Hosny, M., (1995)“Experimental Study of Scour Around Circular Piers
in Cohesive Soils”, Ph.D. Dissertation, Civil Eng. Dep., Colorado State
Uni., Fort Collins, CO, 177 pp.
[16] Molinas, A., Hosny, M. and Jones, S. (1998) “Pier Scour in
Montmorillonite Clay Soils”, Proc.of the 1998 International Water Res.
Eng. Conf., ASCE, Vol. 1, pp 292-297.
[17] Molinas, A., Jones, S. and Hosny, M. (1999) “Effects of Cohesive
Material Properties on Local Scour Around Piers”, Journal of the
Transportation Research Board, Transportation Research Record, No.
1690, National Academy Press, pp. 164-175.
[18] Molinas A., (2003) “Brıdge scour ın nonunıform sedıment mıxtures and
ın cohesıve materıals: Synthesıs Report”, Publication No. FHWA-RD-
03-083, Federal Highway Administration, U.S. Department of
Transportation, Virginia.
[19] Ansari S.A., Kothyarı U.C. ve Ranga Raju K.G., (2002) ”Influence of
cohesion on scour around bridge piers”, Journal of Hydraulıc Research,
vol. 40, no. 6.
[20] Ansari S.A., Kothyarı U.C. ve Ranga Raju K.G., (2003)”Influence of
cohesion on scour under Submerged Circular Vertical Jets”, Jour. of
Hydr.c Eng., ASCE, 129 (12), 1014-1019.
[21] Debnath, K. and Chaudhuri, S., (2010)“Laboratory experiments on local
scour around cylinder for clay and clay–sand mixed beds”, Eng.Geo.,
doi:10.1016/j.enggeo. 2009 .12 .003.
[22] Tan G., Jıang L. And Shu C.,(2010) “Experimental Study of Scour Rate
in consolidated cohesive sediment”, Jour. of Hydrodynamics, 22 (1): 51-
57.
[23] De Marchi, G., (1934), “Saggio di Teoria de Funzionamente Degli
Stramazzi Laterali, L’Energia Elettrica, Milano, 11:849-860.
[24] Del Giudice, G. ve Hager, W. H. (1999). Sewer Side Weir With
Throttling Pipe, Journal of Irrigation and Drainage Engineering 125(5):
298–306
[25] Hager, W. H. and Volkart, P. U. (1986). Distribution channels, Journal
of Hydraulic Engineering 112(10): 935–952.
[26] El-Khashab AMM.(1975) “Hydraulics of flow over side-weirs”, PhD
thesis, University of Southampton, England.
[27] Neary, V. S., Sotiropoulos, F. and Odgaard, A. J. (1999), “Three
dimensional numerical model of lateral intake inflows”, Journal of
Hydraulic Engineering 125(2): 126–140.
[28] Neary V.S. and Odgaard A.J.(1993), “Three dimensional flow structure
at open channel diversions”, Journal of Hydraulic Engineering 119 (11):
1223–1230.
[1] Subramanya K, and Awasthy S. C. (1972). “Spatially varied flow over
side-weirs”, J. of Hydrological Eng., ASCE 98(1): 1–10. W.-K. Chen,
Linear Networks and Systems (Book style). Belmont, CA: Wadsworth,
1993, pp. 123–135.
[2] El-Khashab A. M. M., and Smith K. V. H. (1976) “Experimental
investigation of flow over side weirs.” J. Hydr. Div., 102, 1255–1268.B.
Smith, “An approach to graphs of linear forms (Unpublished work
style),” unpublished.
[3] Uyumaz, A., and Muslu, Y., (1985) “Flow over side weir in circular
channels.” J. Hydraul. Eng., 111, (1), 144–160.
[4] Ağaçcıoğlu H. and Yüksel Y. (1998) “Side-weir flow in curved
channel”, Journal of Irrigation and Drainage Engineering, ASCE 124(3):
163–175.
[5] Uyumaz A, and Smith RH., (1991) “Design procedure for flow over
side-weirs”, Journal of Irrigation and Drainage Engineering, ASCE
117(1): 79–90.
[6] Muslu Y., (2002) “Numerical analysis for lateral weir flow”, Journal of
Irrigation and Drainage Engineering, ASCE 127(4): 246–253.
[7] Fares YR., (1995) “Boundary shear in curved channel with side
overflow”, Journal of Hydraulic Engineering ASCE 121(1): 2–14.
[8] Fares YR., (2000) “Changes of bed topography in meandering rivers at a
neck cutoff intersection”. Journal of Environmental Hydrology 8(13): 1–
18.
[9] Önen F. (2004) “Hareketli tabanli akarsularda yanal akimin
hidrodinamiinin incelenmesi. (An investigation of hydrodynamic of
lateral flows in movable bed rivers)”, PhD thesis, Yildiz Technical
University, Istanbul, Turkey (in Turkish).
[10] Ağaçcıoğlu H, Önen F., (2005) “Clear-water scour at a side-weir
intersection along the bend”, Journal of Irrigation and Drainage, ICID
54: 553–569.
[11] Ağaçcıoğlu H., Önen F. and Toprak Z. F., (2007) “Scour Around a Sıdeweır
at a 300 section of a 1800 alluvial curved channel”, Jour. of Irri.and
Dra. Eng., 56; 423-438.
[12] Rosier, B., (2007), “Interaction of Side Weir Overflow with Bed-Load
Transport and Bed Morphology in a Channel”, PhD. Thesis, 421p.,
Karlsruhe Institute of Technology, Germany.
[13] Black, K. S., Tolhurst T. J. and Paterson D. M. (2002) “Working with
natural cohesive sediments”, Journal of Hydraulic Engineering, 128(1):
2-8.
[14] Molinas, A., and Hosny, M., (1999) “Effects of Gradation and Cohesion
on Bridge Scour, Volume 4, Experimental Study of Scour Around
Circular Piers in Cohesive Soils”, Technical Report, Federal Highway
Administration, U.S. Dep.of Transp. FHWA-RD-99-186.
[15] Hosny, M., (1995)“Experimental Study of Scour Around Circular Piers
in Cohesive Soils”, Ph.D. Dissertation, Civil Eng. Dep., Colorado State
Uni., Fort Collins, CO, 177 pp.
[16] Molinas, A., Hosny, M. and Jones, S. (1998) “Pier Scour in
Montmorillonite Clay Soils”, Proc.of the 1998 International Water Res.
Eng. Conf., ASCE, Vol. 1, pp 292-297.
[17] Molinas, A., Jones, S. and Hosny, M. (1999) “Effects of Cohesive
Material Properties on Local Scour Around Piers”, Journal of the
Transportation Research Board, Transportation Research Record, No.
1690, National Academy Press, pp. 164-175.
[18] Molinas A., (2003) “Brıdge scour ın nonunıform sedıment mıxtures and
ın cohesıve materıals: Synthesıs Report”, Publication No. FHWA-RD-
03-083, Federal Highway Administration, U.S. Department of
Transportation, Virginia.
[19] Ansari S.A., Kothyarı U.C. ve Ranga Raju K.G., (2002) ”Influence of
cohesion on scour around bridge piers”, Journal of Hydraulıc Research,
vol. 40, no. 6.
[20] Ansari S.A., Kothyarı U.C. ve Ranga Raju K.G., (2003)”Influence of
cohesion on scour under Submerged Circular Vertical Jets”, Jour. of
Hydr.c Eng., ASCE, 129 (12), 1014-1019.
[21] Debnath, K. and Chaudhuri, S., (2010)“Laboratory experiments on local
scour around cylinder for clay and clay–sand mixed beds”, Eng.Geo.,
doi:10.1016/j.enggeo. 2009 .12 .003.
[22] Tan G., Jıang L. And Shu C.,(2010) “Experimental Study of Scour Rate
in consolidated cohesive sediment”, Jour. of Hydrodynamics, 22 (1): 51-
57.
[23] De Marchi, G., (1934), “Saggio di Teoria de Funzionamente Degli
Stramazzi Laterali, L’Energia Elettrica, Milano, 11:849-860.
[24] Del Giudice, G. ve Hager, W. H. (1999). Sewer Side Weir With
Throttling Pipe, Journal of Irrigation and Drainage Engineering 125(5):
298–306
[25] Hager, W. H. and Volkart, P. U. (1986). Distribution channels, Journal
of Hydraulic Engineering 112(10): 935–952.
[26] El-Khashab AMM.(1975) “Hydraulics of flow over side-weirs”, PhD
thesis, University of Southampton, England.
[27] Neary, V. S., Sotiropoulos, F. and Odgaard, A. J. (1999), “Three
dimensional numerical model of lateral intake inflows”, Journal of
Hydraulic Engineering 125(2): 126–140.
[28] Neary V.S. and Odgaard A.J.(1993), “Three dimensional flow structure
at open channel diversions”, Journal of Hydraulic Engineering 119 (11):
1223–1230.
@article{"International Journal of Architectural, Civil and Construction Sciences:70072", author = "F. Ayça Varol Saraçoğlu and Hayrullah Ağaçcıoğlu", title = "The Effect of the Side-Weir Crest Height to Scour in Clay-Sand Mixed Sediments", abstract = "Experimental studies to investigate the depth of the
scour conducted at a side-weir intersection located at the 1800 curved
flume which located Hydraulic Laboratory of Yıldız Technical
University, Istanbul, Turkey. Side weirs were located at the middle of
the straight part of the main channel. Three different lengths (25, 40
and 50 cm) and three different weir crest height (7, 10 and 12 cm) of
the side weir placed on the side weir station. There is no scour when
the material is only kaolin. Therefore, the cohesive bed was prepared
by properly mixing clay material (kaolin) with 31% sand in all
experiments. Following 24h consolidation time, in order to observe
the effect of flow intensity on the scour depth, experiments were
carried out for five different upstream Froude numbers in the range of
0.33-0.81.
As a result of this study the relation between scour depth and
upstream flow intensity as a function of time have been established.
The longitudinal velocities decreased along the side weir; towards the
downstream due to overflow over the side-weirs. At the beginning,
the scour depth increases rapidly with time and then asymptotically
approached constant values in all experiments for all side weir
dimensions as in non-cohesive sediment. Thus, the scour depth
reached equilibrium conditions. Time to equilibrium depends on the
approach flow intensity and the dimensions of side weirs. For
different heights of the weir crest, dimensionless scour depths
increased with increasing upstream Froude number. Equilibrium
scour depths which formed 7 cm side-weir crest height were obtained
higher than that of the 12 cm side-weir crest height. This means when
side-weir crest height increased equilibrium scour depths decreased.
Although the upstream side of the scour hole is almost vertical, the
downstream side of the hole is inclined. ", keywords = "Clay-sand mixed sediments, scour, side weir.", volume = "9", number = "5", pages = "636-5", }
