| تعداد نشریات | 286 |
| تعداد نشریات سازمان | 84 |
| تعداد شماره‌ها | 3,027 |
| تعداد مقالات | 33,802 |
| تعداد مشاهده مقاله | 45,152,374 |
| تعداد دریافت فایل اصل مقاله | 57,054,047 |
بررسی آزمایشگاهی اثر توام نصب کفبند و کنگره بر تغییرات عمق آبشستگی موضعی در پاییندست سازه کنترل تراز بستر سرریز پلکانی | ||
| تحقیقات مهندسی سازه های آبیاری و زهکشی | ||
| دوره 22، شماره 85، فروردین 1401، صفحه 1-26 اصل مقاله (1.68 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22092/idser.2021.355768.1483 | ||
| نویسندگان | ||
| سروش غریبی چناری1؛ مهدی اسمعیلی ورکی* 2؛ سهام الدین محمودی کردستانی3؛ امیر ملک پور4 | ||
| 1دانشجوی کارشناسی ارشد سازه های آبی گروه مهندسی آب و محیط زیست ، پژوهشکده حوضه آبی دریای خزر، دانشگاه گیلان، رشت، ایران. | ||
| 2دانشیار گروه مهندسی آب و محیط زیست ، پژوهشکده حوضه آبی دریای خزر، دانشگاه گیلان، رشت، ایران. | ||
| 3استادیار موسسه IA.ING ایتالیا | ||
| 4استادیار گروه مهندسی آب و محیط زیست ، پژوهشکده حوضه آبی دریای خزر، دانشگاه گیلان، رشت، ایران. | ||
| چکیده | ||
| در تحقیق حاضر تاثیر حضور کفبند بر تغییرات مشخصات آبشستگی در پاییندست سرریزهای پلکانی با و بدون کنگره به صورت آزمایشگاهی مورد بررسی قرار گرفت. آزمایش‌ها برای شرایط مختلف دبی، شیب‌های سرریز 1:1 و 1:2، هندسه کنگره‌ها و کفبند با طول‌های "1" /3 و "2" /3 ارتفاع سرریز صورت پذیرفت. تجزیه و تحلیل نتایج نشان دادکه در سرریز پلکانی با شیب 1:1 و در دامنه دبیهای حداقل و حداکثر، با افزایش طول کفبند به "2" /3 ارتفاع سرریز، عمق حداکثر نهایی آبشستگی در شرایط بدون نصب کنگره به ترتیب به میزان 76 و 63 درصد کاهش می‌یابد. مقایسه نتایج حاکی از آن است که با نصب کنگره، در بهترین عملکرد آن، مقدار عمق حداکثر نهایی آبشستگی در دامنه دبیهای حداقل و حداکثر به طور متوسط 12 درصد نسبت به شرایط بدون کنگره کم شد. با تغییر شیب کارگذاری پلکان‌های سرریز به 1:2، افزایش طول کفبند به "2" /3 ارتفاع سرریز، عمق حداکثر نهایی آبشستگی را در دامنه دبیهای حداقل تا حداکثر و برای شرایط بدون کنگره به ترتیب به میزان 51 و 46 درصد کاهش داده و با نصب کنگره بر روی پلکان‌های سرریز، مقدار عمق حداکثر نهایی آبشستگی به طور متوسط 12 درصد نسبت به شرایط بدون کنگره کم می‌گردد. | ||
| کلیدواژه‌ها | ||
| کفبند؛ سرریز پلکانی-کنگره‌ای؛ سازه‌های کنترل تراز بستر؛ عمق آبشستگی | ||
| عنوان مقاله [English] | ||
| Experimental investigation of effect of labyrinth and apron on local scour downstream of stepped weirs | ||
| نویسندگان [English] | ||
| soroush gharibi1؛ Mahdi Esmaeili varaki2؛ Sahameddin Mahmoudi Kurdistani3؛ Amir malekpour4 | ||
| 1Msc student, Department of water engineering, University of Guilan | ||
| 2Associate Professor, Dept. of Water and Environmental Engineering, Caspian basin research centre, university of Guilan | ||
| 3Senior Researcher, IA.ING, Viale M. Chiatante, 60, 73100 Lecce, Italy | ||
| 4Department of water Engineering, University of Guilan, Rasht, Iran | ||
| چکیده [English] | ||
| Intorduction Control of river bed erosion and consequently river banks is one of the important goals in river training projects. Instream grade-control structures [i.e. cross-vane, J-Hook vane, W-weir, log vane, block ramps, sills, etc.] are commonly used to stabilize the riverbed keeping the river slope in an equilibrium condition. When the steep river is wide, the mentioned instream structures are not the appropriate solutions. Stepped weirs are a type of spillways that creating a nappe flow over the steps, along with a high energy dissipation, lead to a reduction of downstream scour depth. Stepped weirs also can be employed as grade-control structures in the case of wide rivers. Scour depth and energy dissipation downstream of stepped weirs depend on the flow pattern over steps which depends on the weirs slope (i.e. ratio of the height to the length of the step), number of steps, constructing material and downstream hydraulic conditions (Chanson, 2002). Due to the role of scour formed at the downstream of these structures on their safety and stability, in the present study, effect of the installation of apron on variation of scour characteristics at the downstream of stepped weirs with and without labyrinths was investigated experimentally. Experimental Setup and procedure Experiments were performed for different flow conditions and weirs slopes of 1: 1 and 1: 2. The experimental measurements were conducted in the physical hydraulics modelling laboratory of the University of Guilan, Iran, in a flume with a rectangular cross-section that was 1.5 m width,1 m depth and 12.5 m length. A centrifugal pump supplied the required flow rate up to 90 L/s. The flow discharge was measured by ultrasonic flowmeter installed on the suction pipe with an accuracy of ± 0.1 l/s. In order to supply sediment particles for the sedimentary bed, sand with a uniform diameter of 2.68 mm was prepared and placed at the recess box with length of 2 m, width of 1.5 m and height of 0.30 m at downstream of weirs. The stepped weirs with slope of 1:1 and 1:2 consisted of five steps made of sheet metal panels. Aprons length are 0.135 (1/3P) and 0.27 (2/3P) meters. The labyrinths geometries was based on the results of research by Kazempor et al., (2019) that had the most suitable performance on reducing scour depth, was chosen. Primarily experiments indicating that the equilibrium bed condition was reached at 6 hours. For each experiment, after installing the weir, labyrinths and aprons and adjusting the sedimentary bed, the flow gradually entered into the laboratory flume and the flow depth gradually was raised. After adjusting the flow discharge, by regulating the downstream butterfly gate, the desired downstream depth was obtained. for all experiments, the temporal development of the scour depth for 6 hours at different time steps was taken by a digital camera and then digitizing using Grapher9 software. Final scour depth at the end of tests was measured using the Laser scanner Leica. Results and discussion The results showed that by increasing the discharge to maximum value, installation of the apron LA1 at downstream of the stepped-labyrinth weirs SL1K1LA1 with an average 30% reduction of the temporal maximum scour depth had the best performance. The results indicate that by increasing the apron length to LA2, the SL1LA2 weir with an average of 54% reduction of the maximum temporal scour depth had the highest performance. By reduction of stepped weir to 1:2 and installing apron length of LA1 the maximum flow discharge, by the installation of apron length of LA1 stepped-labyrinth weirs SL2K4LA1 with an average reduction of 21% had the best performance on reduction of temporal scour depth. Also by increasing apron length to LA2 length, the stepped-labyrinth weirs of SL2K4LA2 had the most desirable performance with an average reduction of 34% on temporal scour depth. Conclusion Comparison of the results of the equilibrium scour depth of the yc/h range from 0.34 to 0.54 for stepped weir with slope of 1:1 showed that by installation of apron length of LA1, the equilibrium scour depth at the downstream of SL1LA2, SL1K1LA2 and SL1K2LA2 weirs reduced 38%, 34% and 45%, respectively, compared to SL1 weir. By increasing the apron length to LA2, the equilibrium scour depth at the downstream of SL1LA2, SL1K1LA2 and SL1K2LA2 decreased by 65, 65 and 63%, respectively in comparison with SL1. At a stepped weir with slope of 1:2, that by installation of apron length of LA1 the equilibrium scour depth of SL2LA1, SL2K3LA1 and SL2K4LA1 weirs was reduced 8, 1 and 10%, respectively, compared to SL2 weir. By increasing the apron length to LA2, the equilibrium scour depth downstream of SL2LA2, SL2K3LA2 and SL2K4LA2 weirs decreased 44, 50 and 48% on compared to SL2 weir, respectively. | ||
| کلیدواژه‌ها [English] | ||
| Apron, stepped-labyrinth weirs, Grade control structure, scour depth | ||
| مراجع | ||
|
Ali, H. M., El Gendy, M. M., Mirdan, A. M. H., Ali, A. A. M., and Abdelhaleem, F. S. F. (2014). Minimizing downstream scour due to submerged hydraulic jump using corrugated aprons. Ain Shams Engineering Journal, 5(4), 1059-1069.
Aminpour, Y. and Farhoudi, J. (2017). Similarity of Local Scour Profiles Downstream of Stepped Spillways. International Journal of Civil Engineering, 15(5), 763-74.
Balachandar, R., Kells, J. A., and Thiessen, R. J. (2000). The effect of tailwater depth on the dynamics of local scour. Canadian Journal of Civil Engineering, 27(1), 138-150
CBIP. (1989). River behavior management and traiing, CBIP Rep, Centtral Board Irrigation power,New Dehli, India.
Chamani, M. R., and Rajaratnam, N. (1994). Jet flow on stepped spillways. Journal of Hydraulic Engineering, 120(2), 254-259.
Chanson, H. 2002. The hydraulics of stepped chute and spillways. Blakma ed., ISBN 90 5809352 2.
Chinnarasri, C., and Wongwises, S. (2006). Flow patterns and energy dissipation over various stepped chutes. Journal of irrigation and drainage engineering, 132(1), 70-76.
Dey, S., & Raikar, R. V. (2007). Scour below a high vertical drop. Journal of Hydraulic Engineering, 133(5), 564-568.
Dey, S., and Sarkar, A. (2006). Scour downstream of an apron due to submerged horizontal jets. Journal of Hydraulic Engineering, 132(3), 246-257.
Dey, S., and Westrich, B. (2003). Hydraulics of submerged jet subject to change in cohesive bed geometry. Journal of Hydraulic Engineering, 129(1), 44-53
Esmaeili Varaki, M., Mahmoudi Kurdistani, S., and Noormohammadi, G. (2021). Scour morphology downstream of submerged block ramps. Journal of Applied Water Engineering and Research 10.1080/23249676.2021.1908918.
Kazempour Larsari, Z., Esmaeili Varaki, M., and Malekpour, A. (2019). Laboratory Study of Scour Downstream of Stepped-labyrinth Weirs. Iranian Journal of Soil and Water Research, 49(6), 1227-1241.
Kells, J. A., Balachandar, R., and Hagel, K. P. (2001). Effect of grain size on local channel scour below a sluice gate. Canadian Journal of Civil Engineering, 28(3), 440-451.
Keshavarz Eskandari, M., & Esmaeili-Varaki, M. (2019). Experimental investigation of energy dissipation over stepped-Labyrinth weirs. Irrigation and Drainage Structures Engineering Research, 20(74), 59-74.
Khatsuria, R. M. (2005). Hydraulics of spillways and energy Dissipaters. Marcel Dekker, New York.
Nik Hassan, N. M. K., and Narayanan, R. (1985). Local scour downstream of an apron. Journal of Hydraulic Engineering, 111(11), 1371-1384.
Pagliara, S., and Palermo, M. (2013). Rock grade control structures and stepped gabion weirs: Scour analysis and flow features. Acta Geophysica, 61(1), 126-150.
Peyras, L. A., Royet, P., and Degoutte, G. (1992). Flow and energy dissipation over stepped gabion weirs. Journal of hydraulic Engineering, 118(5), 707-717.
Salmasi, F., Farsadizade, D., and Mohit, H. (2011). Experimental Evaluation of Energy Dissipation over Gabion Stepped Spillway. Water and Soil Science, 21(4), 152-164.
Sarkar, A., and Dey, S. (2005). Scour downstream of aprons caused by sluices. In Proceedings of the Institution of Civil Engineers-Water Management, 158(2): 55-64.
Scurlock, S. M., Thornton, C. I., and Abt, S. R. (2012). Equilibrium scour downstream of three-dimensional grade-control structures. Journal of Hydraulic Engineering, 138(2), 167-176
Sorensen, R. M. (1985). Stepped spillway hydraulic model investigation. Journal of hydraulic Engineering, 111(12), 1461-1472.
Subramanya, K. )1986(. Flow in Open Channel. Second Edition, Tata McGraw-Hill New Delhi.
Tuna, M. C., and Emiroglu, M. E. (2011). Scour profiles at downstream of cascades. Scientia Iranica, 18(3), 338-347.
Tuna, M. C. 2012. Effect of offtake channel base angle of stepped spillway on scour hole. IJST, Transactions of Civil Eng. 36(C2): 239-251.
Tuna, M. C., and Emiroglu, M. E. (2013). Effect of step geometry on local scour downstream of stepped chutes. Arabian Journal for Science and Engineering, 38(3), 579-588.
| ||
|
آمار تعداد مشاهده مقاله: 540 تعداد دریافت فایل اصل مقاله: 473 |
||