| تعداد نشریات | 286 |
| تعداد نشریات سازمان | 84 |
| تعداد شماره‌ها | 3,005 |
| تعداد مقالات | 33,630 |
| تعداد مشاهده مقاله | 44,470,798 |
| تعداد دریافت فایل اصل مقاله | 29,871,930 |
بررسی موقعیت مقطع کنترل در جریان ماندگار و غیرماندگار با استفاده از مدل عددی و داده‌های آزمایشگاهی | ||
| تحقیقات مهندسی سازه های آبیاری و زهکشی | ||
| دوره 22، شماره 83، مرداد 1400، صفحه 105-120 اصل مقاله (985.95 K) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22092/idser.2021.354306.1472 | ||
| نویسندگان | ||
| الهام درویشی* 1؛ صلاح کوچک زاده2 | ||
| 1استادیار گروه مهندسی آب، دانشکده کشاورزی، دانشگاه رازی، کرمانشاه، ایران | ||
| 2استاد گروه مهندسی آبیاری و آبادانی، دانشکده مهندسی کشاورزی و فناوری، پردیس کشاورزی و منابع طبیعی، دانشگاه تهران، تهران، ایران | ||
| چکیده | ||
| موقعیت عدد فرود بحرانی، حداقل انرژی مخصوص و تابع اندازه حرکت روی سرریز لبه پهن ذوزنقه‌ای برای هیدروگراف افزایشی ورودی به کانال با استفاده از حل عددی معادله اصلاح شده بوسینسک و داده‌های آزمایشگاهی مورد بررسی قرار گرفت. نتایج نشان داد که موقعیت حداقل انرژی مخصوص و عدد فرود بحرانی در فاصله کمی از یکدیگر و به صورت پیوسته در جهت جریان حرکت می‌کنند. در حالی که موقعیت حداقل تابع اندازه حرکت ابتدا در جهت جریان رو به جلو و بعد از مدتی در خلاف جهت جریان حرکت می‌کند. دبی در واحد عرض در هر سه موقعیت بسیار به هم نزدیک است و در حداقل انرژی مخصوص و عدد فرود بحرانی کاملا برهم منطبق است. انرژی مخصوص در جریان بحرانی در مقابل دبی در واحد عرض نیز ترسیم شد. این نمودار کاملا بر رابطه انرژی مخصوص در جریان بحرانی ماندگار منطبق است. به منظور قضاوت دقیقتر این رابطه لازم است هیدروگراف‌ها با شکل‌های مختلف مورد بررسی قرار گیرد. رابطه نقطه تکین برای بسترهای مختلف در جریان ماندگار نیز بررسی شد. این رابطه برای مقادیر کمتر از 05/0 حاصلضرب مشتق مرتبه دوم بستر در عمق بحرانی روی بسترهای مورد بررسی دارای درستی مطلوب است. در مقادیر بیش از این مقدار خطای نسبی تا 18 درصد وجود دارد. | ||
| کلیدواژه‌ها | ||
| عدد فرود؛ نقطه تکین؛ بستر انحنادار؛ حداقل انرژی مخصوص؛ حداقل تابع اندازه حرکت | ||
| عنوان مقاله [English] | ||
| Investigation of the position of control section in steady and unsteady flow using numerical model and laboratory data | ||
| نویسندگان [English] | ||
| English Darvishi1؛ Salah Kouchakzadeh2 | ||
| 1Assistant Professor, Department of Water Engineering, College of Agriculture, Razi University, Kermanshah, Iran | ||
| 2Department of Irrigation and Reclamation Engineering, University of Tehran, Karaj, Iran | ||
| چکیده [English] | ||
| Introduction In steady flow, the minimum specific energy and the specific force occur at critical depths. But will it be the same in the unsteady flow? In this research, using laboratory data of water surface profile, the correctness of these equations in unsteady flow and the location of critical flow, minimum specific energy and specific force will be investigated. Methodology Laboratory equipment The experiments were performed in a channel with a width of 0.37 m, a height of 0.6 m and a length of 3 m made of Plexiglas with a thickness of 2 cm located in the hydraulic laboratory of the Technical University of Vienna. Due to the importance of bed slope, especially in different water measurement structures, Darvishi et al. (2017) attempted to correct the Boussinesq equations Eq (6). Numerical model The numerical scheme used by Darvishi et al. (2015) to separate the derivative term of the variable f at point n from the distance of the four-point finite difference. The upstream boundary condition was considered as the flow discharge changes with time. This hydrograph was used as an upstream boundary condition in the unsteady flow. Results and Discussion In Figure 5, the position of the minimum specific force, initially has a displacement in the positive direction x, but over time, its position moves upward. While the position of the minimum specific energy and critical flow is constantly moving downstream to stabilize its position after reaching a steady flow. Therefore, determining the critical flow position to measure the flow in unsteady flow using the critical Froude number and minimum energy has a higher confidence than the minimum specific force. In order to investigate Equation 2 in the unsteady flow, the diagram of the changes of specific energy changes in the critical flow relative to the unit discharge is plotted in Figure 7. These two graphs are exactly the same, which means that Equation 2 in the unsteady flow also calculates the unit discharge correctly. These results are consistent with the results of Chanson and Wang 2013. A comparison of this chart with the chart provided by Castro-Orgaz and Chanson 2016 shows a significant difference. In their diagram, the unsteady flow line does not correspond to Equation 2 and for qc greater than 0.04 it deviates from Equation 2. The reason for this discrepancy can be related to the Saint-Vanant equations used by them to simulate unsteady flows. Figure 8 shows the changes in the depth slope at the critical depth (-hx)c relative to the product of the critical depth multiplied by the curvature of the bed hczbxx. Equation 4 is also plotted in the diagram. According to Castro-Orgaz and Chanson 2016 the relative error of estimation (-hx) c using Equation 4 varies from 8.5% to 17.5%. For unit discharge of 0.03559 m2/s in paper by Sivakumaran et al. 1983 is also plotted on the chart. As can be seen, at values -hczbxx less than 0.05, the data correspond to the graph of Equation 4, but with increasing this value, it moves away from this curve. In this case, the relative error is about 17%. So that the laboratory data does not match this curve. As Fenton and Darvishi (2016) have stated, Equation 4 often does not provide the right results. While Castro-Orgaz and Chanson 2016 have considered this Equation valid for values -hczbxx less than 0.15. Conclusions The position of the critical Froude number, the minimum specific energy, and the specific force on the trapezoidal broad-crest for the inlet incremental hydrograph to channel were investigated using the numerical solution of the modified Boussinesq equation and laboratory data. The results showed that the position of the minimum specific energy and the critical Froude number move in a short distance from each other and continuously in the direction of flow. While the position of the specific force, first moves in the forward direction and after a while in the opposite direction of the flow. The unit discharge is very close to each other in all three positions, and in the minimum specific energy and the critical Froude number are exactly the same. Specific energy was also plotted in critical flow versus unit discharge. This diagram is completely consistent with the specific energy relationship in the steady critical flow. In order to judge this relationship more accurately, it is necessary to examine hydrographs with different shapes. The singular point relationship for different beds in the steady flow was also investigated. This relationship has a good accuracy for values less than 0.05 times the product of the second order differential of the bed at critical depth on the studied beds. At values higher than this, there is a relative error of up to 18%. Keywords: Froude number, singular point, curved bed, minimum specific energy, minimum specific force. | ||
| کلیدواژه‌ها [English] | ||
| Froude number, singular point, curved bed, minimum specific energy, minimum specific force | ||
| مراجع | ||
|
Abramowitz, M., and Stegun, I. A. (1965). Handbook of Mathematical Functions, Dover, New York.
Bhallamudi, S. M., and Chaudhry, M. H. (1992). Computation of flows in open-channel transitions. Journal of Hydraulic Research, 30(1), 77-93.
Castro-Orgaz, O., and Chanson, H. (2016). Minimum Specific Energy and Transcritical Flow in Unsteady Open-Channel Flow. Journal of Irrigation and Drainage Engineering, 142(1), 04015030.
Castro-Orgaz, O., & Hager, W. H. (2009). Curved-Streamline Transitional Flow from Mild to Steep Slopes. Journal of Hydraulic Research, 47 (5), 574-584.
Castro-Orgaz, O., & Hager, W. H. (2010). Moment of Momentum Equation for Curvilinear Free-Surface Flow. Journal of Hydraulic Research, 48 (5), 620-631.
Chanson, H., & Wang, H. (2013). Unsteady discharge calibration of a large V-notch weir. Flow Measurement and Instrumentation, 29, 19-24.
Darvishi, E., Fenton, J., & Kouchakzadeh, S., (2017). Boussinesq equations for flows over steep slopes and structures, Journal of Hydraulic Research, 55(3), 324-337.
Darvishi, E., Kouchakzadeh, S., Fenton, J., & Horfar, A. (2015). Application of Modified Boussinesq Equations in Predicting Discharge Coefficients of Trapezoidal Broad Crest Weirs and Producing Rating Curves. Water and Soil Science, 25(2), 155-164. (In Farsi)
Dressler, R. F. (1978). New Nonlinear Shallow-Flow Equations with Curvature. Journal of Hydraulic Research, 16 (3), 205-222.
Escoffier, F. F. (1958). Transition Profiles in Nonuniform Channels. Transactions of the American Society of Civil Engineers, 123(1), 43-56.
Fenton, J. D. (1996). Channel flow over curved boundaries and a new hydraulic theory. Proc., Proceedings of 10th Congress of Asia and Pacific Division of the International Association for Hydraulic Research, 26-29 Aug., Langkawi, Malaysia, pp. 266-273.
Fenton, J. D., & Darvishi, E. (2016). Discussion of “Minimum Specific Energy and Transcritical Flow in Unsteady Open-Channel Flow” by Oscar Castro-Orgaz and Hubert Chanson. Journal of Irrigation and Drainage Engineering, 142(10), 07016014.
Fenton, J. D., & Zerihun, Y. T. (2007). A Boussinesq approximation for open channel flow. Proc., 32nd Congress IAHR, 2-6 July, Venice.
Gharangik, A. M., & Chaudhry, M. H. (1991). Numerical simulation of hydraulic jump. Journal of Hydraulic Engineering, 117(9), 1195-1211.
Ghasemzadeh, F., Kouchakzadeh, S., and Belaud, G. (2020). Unsteady Stage-Discharge Relationships for Sharp-Crested Weirs. Journal of Irrigation and Drainage Engineering, 146(6), 04020009.
Hager, W., & Hutter, K. (1984). Approximate treatment of plane channel flow. Acta Mechanica, 51(1), 31-48.
Jain, S. C. (2001). Open channel flow, Wiley, New York.
Liggett, J. A. (1993). Critical Depth, Velocity Profiles, and Averaging. Journal of Irrigation and Drainage Engineering, 119(2), 416-422.
Mohapatra, P., & Chaudhry, M. (2004). Numerical solution of Boussinesq equations to simulate Dam-Break flows. Journal of Hydraulic Engineering, 130(2), 156-159.
Sivakumaran, N. S., Tingsanchali, T., & Hosking, R. J. (1983). Steady shallow flow over curved beds. Journal of Fluid Mechanics, 128, 469-487.
Zerihun, Y. T., & Fenton, J. D. (2006). One-Dimensional Simulation Model for Steady Transcritical Free Surface Flows at Short Length Transitions. Advances in Water Resources, 29(11), 1598-1607.
Zerihun, Y. T., & Fenton, J. D. (2007). A Boussinesq-Type Model for Flow over Trapezoidal Profile Weirs. Journal of Hydraulic Research, 45(4), 519-528. | ||
|
آمار تعداد مشاهده مقاله: 279 تعداد دریافت فایل اصل مقاله: 206 |
||