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Comparison of lateral spillway and morning glory spillway performance in flood control

I Made Sukerta Tzu-Chia Chen Jonni Mardizal Mahmood Salih Salih Isnaini Zulkarnain Md Zahidul Islam Mohammed Sabeeh Majeed Ahmed Baseem Mahdi Dhameer Ali Mutlak Surendar Aravindhan
Journal of Water and Land Development | 2022 | No 53 | 187-191 | DOI: 10.24425/jwld.2022.140796
Keywords flood risk management lateral spillway glory spillway spillway design
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Abstract

With the emergence of climate change and the increasing human intervention in the global climate, floods have affected different parts of the world. In practice, floods are the most terrible natural disaster in the world, both in terms of casualties and financial losses. To reduce the adverse effects of this phenomenon, it is necessary to use structural and non-structural methods of flood risk management. One of the structural methods of flood control is to allocate a certain part of reservoir dams to flood control. In order to safely exit the flood from the dam reservoir, the spillway structure should be used. One of the important issues in designing a spillway structure is reducing its construction costs. In order to safely exit the flood with a specified return period from the dam reservoir, as the length of the spillway decreases, the height of the water blade on the spillway increases. In other words, decreasing the spillway length increases the height of the dam and its construction and design costs. In this study, the design and comparison of the performance of two glory spillways and lateral spillways have been considered. The results showed that for a given length for the drain edge of both types of spillways, the height of the water blade on the glory spillway is always higher than the lateral spillway. For example, when a 10,000-year-old flood occurs, it is about 8 m.
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Authors and Affiliations

I Made Sukerta
1
ORCID: ORCID
Tzu-Chia Chen
2
ORCID: ORCID
Jonni Mardizal
3
Mahmood Salih Salih
4
ORCID: ORCID
Isnaini Zulkarnain
5
ORCID: ORCID
Md Zahidul Islam
6
ORCID: ORCID
Mohammed Sabeeh Majeed
7
ORCID: ORCID
Ahmed Baseem Mahdi
8
ORCID: ORCID
Dhameer Ali Mutlak
9
ORCID: ORCID
Surendar Aravindhan
10
ORCID: ORCID
  1. Universitas Mahasaraswati Denpasar, Agriculture and Business Faculty, JL. Kamboja 11A, Denpasar, Bali, 80361, Indonesia
  2. Ming Chi University of Technology, Department of Industrial Engineering and Management, New Taipei City, Taiwan
  3. Universitas Negeri Padang, Faculty of Engineering, Padang, Indonesia
  4. University of Anbar, Upper Euphrates Basin Developing Center, Ramadi, Iraq
  5. Universitas Muhammadiyah Kalimantan Timur, Faculty of Science and Technology, Department of Civil Engineering, Samarinda, Indonesia
  6. International Islamic University Malaysia, Ahmad Ibrahim Kulliyyah of Laws, Civil Law Department, Kuala Lumpur, Malaysia
  7. Al-Manara College for Medical Sciences, Maysan, Iraq
  8. Al-Mustaqbal University College, Anesthesia Techniques Department, Babylon, Iraq
  9. Al-Nisour University College, Radiology and Sonar Techniques Department, Baghdad, Iraq
  10. Saveetha University, Department of Pharmocology, Chennai, India

Cross-waves and pulsating flows in the side-channel spillway – an experimental approach

Azmeri Azmeri Chairatun Ummah Faris Zahran Jemi Imam Faudli Qurratul 'Aini Benti Nasaiy
Journal of Water and Land Development | 2023 | No 56 | 51-57 | DOI: 10.24425/jwld.2023.143744
Keywords cross-waves hydrodynamic force physical model pulsating flow side-channel spillway
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Abstract

Potentially hazardous side-channels of complex geometry need to be investigated using detailed hydraulic physical models. This study aims to analyse the cross-waves pattern and pulsating flow using a side-channel spillway physical model. This study compares the cross-waves pattern were measured using an experimental installation set to generate cross-waves on the surface (original series) with another structure that did not produce cross-waves (modified series). The results showed that the geometry of the left wall caused instability in flow patterns and secondary flows. The starting point of Q 2 discharge was detected by minor turbulence on the water surface near the left wall at a water depth of 3.3 m at the starting point of the wall, but with no overtopping. Cross-waves formed downstream at the right wall crosswise, lower than at the left wall. The height of the cross-wave increased substantially from Q 100 to Q 1000 discharges leading to overtoppings near the left wall at a water depths of 4.2 and 5.0 m at the starting point of the wall, and near the right wall at a water depths of 3.8 and 4.0 m at the upstream point of the wall. The modifications provided optimal hydraulic conditions, i.e. elimination of cross-waves and non-uniform flows. The Vedernikov and Montouri numbers showed that both original and modified series did not enter the area where the pulsating flow occurred. This indicated that both series were free from the pulsating flow.
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Authors and Affiliations

Azmeri Azmeri
1
ORCID: ORCID
Chairatun Ummah
1
ORCID: ORCID
Faris Zahran Jemi
2
ORCID: ORCID
Imam Faudli
1
ORCID: ORCID
Qurratul 'Aini Benti Nasaiy
1
  1. Universitas Syiah Kuala, Engineering Faculty, Civil Engineering Department, Jl. Tgk. Syech Abdur-Rauf No. 7, Darussalam, 23111, Banda Aceh, Indonesia
  2. Universitas Syiah Kuala, Engineering Faculty, Electrical Engineering Department, Darussalam, Banda Aceh, Indonesia

Experimental and numerical investigation of scour downstream contracted spillways

Tarek H. Nasralla
Journal of Water and Land Development | 2022 | No 52 | 53-59 | DOI: 10.24425/jwld.2021.139943
Keywords buffers contraction downstream Flow 3D scour spillway
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Abstract

A study of scour downstream of free hydraulic jump in stilling basin of stepped spillways was carried out. This paper employed an experimental study to investigate the stepped spillway with the movable bed material of D50 = 3.1 mm. The effect of the contraction ratio of the stepped spillway was highlighted. Different downstream divergent angle was studied to minimise the scour depth, the results showed that the relative scour depth was reduced by 23% for divergent angle is equal to 170°, different shapes of buffer in stilling basin were also studied to reduce the scour depth where the considered buffer decrease the relative scour depth up to 84%. This study was simulated by Flow 3D program to analyse the scour hole formed using velocity vectors at the bed. The simulated results well agreed with the measured data.
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Bibliography

ABDELHALEEM F.S. 2013. Effect of semi-circular baffle blocks on local scour downstream clear-overfall weirs. Ain Shams Engineering Journal. Vol. 4 p. 675–684. DOI 10.1016/j.asej.2013.03.003.
ABDELHALEEM F.S. 2016. Discharge estimation for submerged parallel radial gates. Flow Measurement and Instrumentation. Vol. 52 p. 240–245. DOI 10.1016/j.flowmeasinst.2016.11.001.
ABDELHALEEM F.S. 2017. Hydraulics of submerged radial gates with a sill. ISH Journal of Hydraulic Engineering. Vol. 23(2) p. 177–186. DOI 10.1080/09715010.2016.1273798.
ABDELHALEEM F.S., AMIN A.M., BASIOUNY M.E., IBRAHEEM H.F. 2020. Adaption of a formula for simulating bedload transport in the Nile River, Egypt. Journal of Soils and Sediments. Vol. 20(3) p. 1742–1753. DOI 10.1007/s11368-019-02528-8.
AWAD A.S., NASR-ALLAH T.H., MOHAMED Y.A., ABDEL-AAL G.M. 2018. Minimizing scour of contraction stepped spillways. Journal of Engineering Research and Reports. Vol. 1(1), 41543 p. 1–11. DOI 10.9734/jerr/2018/v1i19779.
AYTAC S., GUNAL M. 2008. Prediction of scour downstream of grad control structures using neural networks. Journal of Hydraulic Engineering. Vol. 10(11) p. 1656–1660. DOI 10.1061/(ASCE)0733-9429(2008)134:11(1656).
AZAMATHULLA H.M., DEO M.C., DEOLALIKAR P.B. 2006. Estimation of scour below spillways using neural networks. Journal Hydraulic Research, International Association Hydraulic Research. Vol. 44 (1) p. 61–69. DOI 10.1080/00221686.2006.9521661.
BAGHDADI K.H. 1997. Local scour downstream drop structure. Alexandria Engineering Journal. Vol. 36. No. 2.
BORMANN N.E., JULIEN P.Y. 1991. Scour downstream of grade-control structures. Journal of Hydraulic Engineering. Vol. 117(5) p. 579– 594. DOI 10.1061/(ASCE)0733-9429(1991)117:5(579).
CHANSON H. 2001. The hydraulics of stepped chutes and spillways. Lisse, The Netherlands. Balkema. ISBN 90-5809-352-2 pp. 418.
CHANSON H., GONZALEZ C.A. 2004. Stepped spillways for embankment dams. Review, progress and development in overflow hydraulic. In: Hydraulics of dams and river structures. Eds. F. Yazdandoost, J. Attari. Proceedings of the International Conference. Tehran, Iran, 26–28 April 2004. London. Taylor & Francis Group p. 287– 294. DARGAHI B. 2003. Scour development downstream of a spillway. Journal of Hydraulic Research. Vol. 41(4) p. 417–426. DOI 10.1080/00221680309499986.
EL-MASRY A.A, SARHAN T.E. 2000. Minimization of scour downstream heading-up structure using a single line of angle baffles. Engineering Research Journal. Vol. 69 p. 192–207.
ELNIKHELY E.A. 2016. Minimizing scour downstream of spillways using curved vertical sill. International Water Technology Journal. Vol. 6. No. 3.
KOOCHAK P., BAJESTAN M.S. 2016. The effect of relative surface roughness on scour dimensions at the edge of horizontal apron. International Journal of Sediment Research. Vol. 31(2) p. 159– 163. DOI 10.1016/j.ijsrc.2013.02.001.
NAJAFZADEH M., BARANI G.A., KERMANI M.R. 2014. Group method of data handling to predict scour at downstream of a ski-jump bucket spillway. Earth Science Informatics. Vol. 7(4) p. 231–248. DOI 10.1007/s12145-013-0140-4.
NOVAK P.J. 1961. Influence of bed load passage on scour and turbulence downstream of stilling basin. Congress, IAHR, Dubrovnik, Croatia.
OLIVETO G., COMUNIELLO V. 2009. Local scour downstream of positive- step stilling basins. Journal of Hydraulic Engineering. Vol. 135 (10) p. 846–851. DOI 10.1061/(ASCE)HY.1943-7900.0000078.
PETERKA A.J. 1978. Hydraulic design of stilling basin and energy dissipaters [online]. A Water Resources Technical Publication. Engineering Monograph. No. 95. Denver. U.S. Dept. of the Interior. Bureau of Reclamation. [Access 12.12.2020]. Available at: https://www.usbr.gov/tsc/techreferences/hydraulics_lab/pubs/ EM/EM25.pdf
PILLAI N.N. 1989. Hydraulic jump type stilling basin for low Froude numbers. Journal of Hydraulic Engineering. Vol. 115(7) p. 989– 994. DOI 10.1061/(ASCE)0733-9429(1989)115:7(989).
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Authors and Affiliations

Tarek H. Nasralla
1
  1. Benha University, Benha Faculty of Engineering, Civil Engineering Department, 13512, Benha, Qalubiya, Egypt

Free surface profile and inception point as characteristics of aerated flow over stepped spillway: Numerical study

Chakib Bentalha Mohammed Habi
Journal of Water and Land Development | 2019 | No 42 | 42-48
Keywords Ansys Fluent free surface inception point standard k – ε model stepped spillway VOF model
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Abstract

Stepped spillway is hydraulic structure designed to dissipate the excess in kinetic energy at the downstream of dams and can reduce the size of stilling basin at the toe of the spillway or chute. The flow on a stepped spillway is characterisedby the large aeration that can prevent or reduce the cavitation damage. The air entrainment starts where the boundary layer attains the free surface of flow; this point is called “point of inception”. Within this work the inception point is determined by using software Ansys Fluent where the volume of fluid (VOF) model is used as a tool to track the free surface thereby the turbulence closure is derived in the k – ε turbulence standard model. This research aims to find new formulas for de-scribe the variation of water depth at step edge and the positions of the inception point, at the same time the contour map ofvelocity, turbulent kinetic energy and strain rate are presented. The found numerical results agree well with experimental results like the values of computed and measured water depth at the inception point and the numerical and experimental inception point locations. Also, the dimensionless water depth profile obtained by numerical method agrees well with that of measurement. This study confirmed that the Ansys Fluent is a robust software for simulating air entrainment and explor-ing more characteristics of flow over stepped spillways.

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Authors and Affiliations

Chakib Bentalha
Mohammed Habi

Assessment of submerged floor water jets to minimize the scour downstream from a stepped spillway

Mohamed M. Ibrahim Al Sayed Ibrahim Diwedar Ahmed Mahmoud Ibraheem
Journal of Water and Land Development | 2021 | No 50 | 122-129 | DOI: 10.24425/jwld.2021.138167
Keywords floor jets flume jet rows stepped spillway scour depth scour length
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Abstract

Because of hydraulic jump, the scour downstream a stepped spillway is the most confusing issue that endangers the overall stability of the spillway. In this paper, thirty-six exploratory runs are described to explore the impact of utilizing submerged water jets fixed in the stilling basin of a stepped spillway on the downstream scour measurements under various flow conditions. A smooth apron where the water jets are disabled is incorporated to characterize the impact of adjustments studied. Trials are performed utilizing different upstream discharges, jets arrangements, and tailwater depths. The results are analyzed and graphically presented. The experimental data are contrasted to a scour formulae developed by other specialists. Outcomes indicated that by utilizing submerged floor water jets, the maximum scour depth is decreased between 14.3 and 36.0%. Additionally, the maximum scour length is reduced by 9.7 to 42.3%. Finally, involving regression analysis, simple formulas are developed to estimate different scour parameters.
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Authors and Affiliations

Mohamed M. Ibrahim
1
ORCID: ORCID
Al Sayed Ibrahim Diwedar
2
ORCID: ORCID
Ahmed Mahmoud Ibraheem
2
ORCID: ORCID
  1. Benha University, Shoubra Faculty of Engineering, PO box 11629 Shoubra, Egypt
  2. National Water Research Center, Hydraulics Research Institute, P.O.Box 74, Shoubra El-Kheima 13411, Egypt

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