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ارزیابی اثر عرض مجرای رسوب شوی و نسبت بازشدگی به عرض دریچه آن بر میزان رسوبشویی در سدهای انحراف آب | ||
| تحقیقات مهندسی سازه های آبیاری و زهکشی | ||
| دوره 25، پاییز - شماره پیاپی 96، آذر 1403، صفحه 106-83 اصل مقاله (1.65 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22092/idser.2025.367651.1600 | ||
| نویسندگان | ||
| مهرداد اسدی1؛ محمدجواد منعم* 2؛ جمال محمد ولی سامانی2 | ||
| 1دانشجوی دکتری گروه مهندسی و مدیریت آب، دانشکده کشاورزی، دانشگاه تربیت مدرس، تهران، ایران. | ||
| 2استاد گروه مهندسی و مدیریت آب، دانشکده کشاورزی، دانشگاه تربیت مدرس، تهران، ایران. | ||
| چکیده | ||
| سدهای انحراف آب، به عنوان یکی از سازه‌های مهم برای کنترل جریان و برداشت آب، در معرض انباشت رسوب قرار دارند که این امر می‌تواند بهره‌برداری از آن‌ها را محدود کند. در دورۀ بهره‌برداری از سامانه آبگیری سد انحراف آب، رسوبات در مقابل دهانۀ آبگیر انباشته میشود. یکی از روشهای موثر تخلیۀ رسوب از مقابل دهانۀ آبگیر، احداث مجرای رسوبشوی مجهز به دریچۀ کنترل است. نسبت بازشدگی به عرض دریچه مجرای تخلیه یکی از عوامل مهم موثر بر کارایی رسوبشویی است که متاسفانه معیار مشخصی برای آن وجود ندارد. در این تحقیق، با استفاده از مدل FLOW-3D، تاثیر این نسبت و عرض مجرا (Ws) بر میزان رسوبشویی بررسی شده است. شبیه‌سازی‌ها با دبی ثابت انجام شده‌اند و نسبت‌های مختلف بازشدگی به عرض دریچه برای هر عرض مجرا تحلیل شده است. نتایج تحقیق نشان داد نسبت a/b=0.5 و عدد فرود 0.3>r0.16<Fr بهترین شرایط را برای رسوبشویی فراهم می‌کنند. افزایش عرض مجرای تخلیۀ رسوب منجر به کاهش دامنۀ مؤثر رسوبشویی میشود به‌طوری‌که عرض‌های بسیار کوچک یا بزرگ، ناکارآمد بودهاند و محدوده 1.0Wi<Ws<1.15Wi بیشترین کارایی را از نظر میزان و دامنۀ رسوبشویی داشته است. عدد فرود بالاتر از 0.3 موجب فرسایش بیش از حد و کمتر از 0.16 منجر به رسوب‌گذاری شده است. نتایج تحقیق نشان میدهد برای تخلیۀ بهینه رسوبات، نسبت a/b=0.5 توصیه می شود تا شرایط هیدرودینامیکی پایدار و کارایی بالای تخلیه رسوب تضمین گردد. | ||
| کلیدواژه‌ها | ||
| سد انحراف آب؛ مجرای تخلیۀ رسوب؛ نسبت بازشدگی به عرض | ||
| عنوان مقاله [English] | ||
| Investigating the effect of Sluiceway width and the ratio of gate Opening to Gate Width on Sediment flushing in Diversion Dams | ||
| نویسندگان [English] | ||
| Mehrdad Asadi1؛ Mohammad Javad Monem2؛ Jamal Mohammad Vali Samani2 | ||
| 1Ph.D. student, Department of Water Engineering and Management, Faculty of Agriculture, the University of Tarbiat Modares, Tehran, Iran. | ||
| 2Professor Department of Water Engineering and Management, Tarbiat Modares University, Tehran, Iran. | ||
| چکیده [English] | ||
| Extended Abstract Introduction Sediment accumulation is a persistent challenge in the operation of diversion dams, which are critical infrastructures for water diversion and flow management. Sediments tend to deposit in front of intake structures, obstructing water flow and impairing operational efficiency. Sediment flushing, achieved through sluiceways equipped with control gates, is an effective approach to alleviate these deposits. However, one of the key design parameters the gate opening-to-width ratio (a/b) significantly influences flushing efficiency, though no standardized guideline for optimizing this ratio currently exists. This study investigates how the gate opening-to-width ratio (a/b) and sluiceway width (Ws) affect sediment flushing performance using the FLOW-3D computational fluid dynamics (CFD) model. Simulations under controlled flood conditions provide insights into optimal design parameters to enhance sediment flushing efficiency, aiming to inform best practices in hydraulic design. Methodology This study employs FLOW-3D, a high-resolution CFD software that solves the Navier-Stokes equations for incompressible, turbulent flow. The model integrates the RNG k-ε turbulence model, which accurately captures complex shear flows and turbulent interactions, making it ideal for studying sediment transport in hydraulic structures. Simulations were conducted under constant flood inflow conditions, with variations in the gate opening-to-width ratio (a/b) for each sluiceway width (Ws). To ensure model accuracy, results were validated against experimental data from prior research, confirming the model's ability to reproduce sediment flushing patterns. The study examined sluiceway widths from 0.58 to 1.83 times the intake channel width (Wi), assessing how each width and its corresponding a/b ratio affected flushing performance. Key parameters such as Froude number (Fr), gate dimensions, and sluiceway configurations were analyzed to determine their impact on sediment removal efficiency. Results and Discussion Results indicated that a Froude number between 0.16 and 0.3 produced the best flushing efficiency, providing sufficient flow energy to mobilize and transport sediments while minimizing turbulence and backflow. Analysis of sluiceway widths showed that as the width increased, flushing efficiency declined due to reduced flow velocities. A narrower sluiceway width of 0.58Wi exhibited high sediment removal rates, but this aggressive flushing risked destabilizing upstream structures due to increased erosive forces. Conversely, a wider sluiceway (1.83Wi) promoted sediment deposition, as lower flow energy led to ineffective flushing and potential blockages. An optimal range for sluiceway width between 1.0 and 1.15 times the intake width (Wi) was identified. This range provided adequate flow velocity and shear stress to minimize sediment deposition within the sluiceway and control downstream sediment transport without risking erosion of upstream structures. Regarding the gate opening-to-width ratio (a/b), simulations showed that an a/b ratio of 0.5 consistently enhanced flushing efficiency across different sluiceway widths. Lower ratios (<0.5) resulted in reduced flushing due to insufficient flow energy, while higher ratios (>0.5) created localized turbulence and erosion, compromising overall system stability. Optimizing the a/b ratio at 0.5 balanced sediment mobilization with flow stability, achieving efficient flushing without excessive backflow or structural impacts. The study further evaluated sediment transport length, or the effective flushing range, within the sluiceway. With an a/b ratio of 0.5, the effective sediment transport distance reached approximately 60% of the sluiceway length for narrower configurations, though this range decreased with increased sluiceway widths. These results underscore the need to balance sluiceway width and gate ratio to maintain effective sediment transport along the sluiceway length. Conclusion This research presents essential guidelines for enhancing sediment flushing in diversion dams through optimized sluiceway design. A Froude number between 0.16 and 0.3, combined with an a/b ratio of 0.5, was found to maximize sediment removal efficiency. An optimal sluiceway width between 1.0 and 1.15 times the intake width (Wi) further improved sediment transport, achieving efficient flushing with controlled downstream flow and minimizing upstream erosion. | ||
| کلیدواژه‌ها [English] | ||
| Diversion dam, FLOW-3D, Gate opening-to-width ratio, Sluiceway | ||
| مراجع | ||
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Akoz, Mevlut Sami, Mehmet Salih Kirkgoz, & Ahmet Alper Oner. (2009). Experimental and Numerical Modeling of a Sluice Gate Flow. Journal of Hydraulic Research 47(2):167–76. Asadi, M., Monem, M. J., & Samani, J. (2023). Investigation of the Effect of Straight Divider Wall Dimensions on the Performance of the Sluiceway of a Diversion Dam.Proceedings of 22th Iranian Hydraulic Conference, University of Maragheh, pp. 1-9 (in Farsi). Bogárdi, János. (1974). Sediment Transport in Alluvial Streams. Akademiai Kiado Budapest. Daneshfaraz, Rasoul, Reza Norouzi, Parisa Ebadzadeh, & Alban Kuriqi. (2023). Influence of Sill Integration in Labyrinth Sluice Gate Hydraulic Performance. Innovative Infrastructure Solutions 8(4):118. Flow Science Inc. )2014(. FLOW-3D user’s manual version 11.0. Flow Science Inc., Santa Fe. Gholami Alam, A. (1998). Investigation of Effective Parameters in Designing the Sluiceway of Diversion Dams and Examination of Design Criteria. M.Sc. Thesis, Tarbiat Modares University, Theran, Iran (in Farsi). Kim, Dae-Geun. (2007). Numerical Analysis of Free Flow Past a Sluice Gate. KSCE Journal of Civil Engineering 11:127–32. Martin, Harold M., & E. J. Carlson. (1953). Model Studies of Sediment Control Structures on Diversion Dams. Pp. 109–22 in Proceedings: Minnesota International Hydraulic Convention. ASCE. Raudkivi, Arved J. (2020). Sedimentation: Exclusion and Removal of Sediment from Diverted Water. CRC Press. Razvan, Ernest. (1989). River Intakes and Diversion Dams. Developments in Civil Engineering 25. Shen, Hsieh Wen, Jihn-Sung Lai, & Dihua Zhao. (1993). Hydraulic Desiltation for Noncohesive Sediment. Pp. 119–24 in Hydraulic Engineering. ASCE. Swamee, Prabhata K. )1992(. Sluice-Gate Discharge Equations. Journal of Irrigation and Drainage Engineering 118(1):56–60. Vanoni, Vito A. (2006). Sedimentation Engineering. American Society of Civil Engineers. White, W. R., & R. Bettess.(1984). The Feasibility of Flushing Sediments through Reservoirs. IAHS-AISH Publication (144):577–87. Yakhot, Victor, & Steven A. Orszag. (1986). Renormalization Group Analysis of Turbulence. I. Basic Theory. Journal of Scientific Computing 1(1):3–51. Zahiri, A. R., & Jafari, S. M. (2020). Design of Diversion Dams and River Side Intakes. Jahad-e-Daneshgahi Press (in Farsi). | ||
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آمار تعداد مشاهده مقاله: 22 تعداد دریافت فایل اصل مقاله: 28 |
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