Channel Bed Deformation around Double Piers in Tandem Arrangement in an S-Shaped Channel under Ice Cover
Abstract
:1. Introduction
2. Materials and Methods
2.1. Experimental Setup
2.2. Experiment Procedure
- (1)
- Before each experiment started, scrape the sand surface in the flume was scraped flat with a scraping plate to keep the slope of the sand bed in the flume at 0°. To ensure the flow in the flume is stable, the head at the top of the weir of the upstream triangular weir is controlled by adjusting the pipe valve to keep the same, while the water depth in the flume is controlled by the tailgate at the downstream end of the flume.
- (2)
- Slowly adjust the pipeline valve so that the water level in the flume slowly rises to prevent the water flow rate was too fast to cause scouring of the riverbed sand in the flume. When the water flow was stable, we slowly controlled the pipe valve and the tailgate. We observed the water level in the pressure measuring tube in the upstream control cross-section CS-3 to ensure that the flow rate and water depth reached the experiment condition. When the water level in the pressure measuring tube remained unchanged for 10 min, the next operation was started.
- (3)
- The ice cover was laid from the control section CS-3 to CS-26. After the laying, the piers were inserted into the corresponding position according to the experiment condition setting, and the scouring experiment began.
- (4)
- The local scouring depth of the tandem double pier was recorded every five minutes within half an hour after the test started, the data was recorded every ten minutes after half an hour, and the scouring data was recorded every half an hour after the test was conducted until the end of the experiment.
- (5)
- After reaching the maximum scour depth, the ADV probe was inserted 2 cm from the front of the pier. The vertical distribution of stream-wise velocity in front of piers was then measured by moving the probe up and down, with flow velocity data recorded at each location. When the flow velocity measurement was finished, the ADV and ice cover were removed. Subsequently, a probe with an accuracy of 0.1 mm was utilized to measure scour pit data near the pier abutment, which included information on scour depth and range as well as height and range of accumulation.
3. Results
3.1. Process of Scour Depth over Time
3.2. Velocity Distribution Profiles at BACSs
3.3. Effect of Pier Spacing Distance on the Scour
3.4. Formule for Determining the Maximum Scour Depth
4. Conclusions
- (1)
- The variation trend of the maximum depth of scour holes around the double piers in the tandem arrangement at BACS in an S-shaped bend flume is like that in a straight flume. However, when the pier spacing ratio (L/D) is between 3 and 10 in a bend channel, the maximum depth of scour holes and scour range around the rear pier are significantly different from those of the front pier, while this criteria for a straight channel is 2 < L/D < 9. When the pier spacing ratio (L/D) is greater than 15, the scour process around both the front and rear pier can be considered the scour process at a single pier. The maximum depths and ranges of scour holes around both front and rear piers are similar to those of a single pier, while this criteria for a straight channel is L/D > 17.
- (2)
- Under the same flow condition with the same pier spacing ratio and bed material, with the increase in the amount of channel bend from upstream toward downstream of the S-shaped channel, the maximum depth of scour holes at both the front pier and rear pier in tandem arrangement becomes smaller comparing to those in the upstream bend. Downstream of BACS, the scouring capacity of the flow around the pier decreases downstream. With the increase in pier spacing distance, the rear pier experiences less shading effect caused by the front pier, resulting in an increasing trend of maximum scour depth at the rear pier. By comparing the local scour around double piers in the tandem arrangement of an S-shaped bend channel under an open-flow condition to that under an ice-covered flow condition, it has been observed that the presence of an ice cover on water surface increased the depth of scour holes.
- (3)
- Based on the experiment data, the r equations describing the maximum depth of scour holes around both front and rear piers have been derived. The higher the Froude number Fr is, the deeper the scour holes around the piers. An increase in the pier spacing ratio (L/D) leads to an increase in the relative maximum scour depth (ds/D). The impact of the pier spacing ratio (L/D) on the maximum depth of scour holes at the front pier is much less than that for the rear pier. The relative maximum scour depth (ds/D) exhibits a negative correlation with the current rotation ratio (α/β). This suggests that, as the flow moves further downstream from BACS, the relative maximum scour depth (ds/D) gradually decreases. The results calculated using the proposed equations agree well with the laboratory results.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
- Wang, J.; Shi, F.Y.; Chen, P.P.; Wu, P.; Sui, J. Impact of bridge pier on the stability of ice jam. J. Hydrodyn. 2015, 27, 865–871. [Google Scholar] [CrossRef]
- Sui, J.; Wang, J.; He, Y.; Krol, F. Velocity profiles and incipient motion of frazil particles under ice cover. Int. J. Sediment Res. 2010, 25, 39–51. [Google Scholar] [CrossRef]
- Beltaos, S.; Tang, P.; Rowsell, R. Ice jam modelling and field data collection for flood forecasting in the Saint John River, Canada. Hydrol. Process. 2012, 26, 2535–2545. [Google Scholar] [CrossRef]
- Sui, J.; Karney, B.W.; Fang, D. Variation in water level under ice-jammed condition–Field investigation and experimental study. Hydrol. Res. 2005, 36, 65–84. [Google Scholar] [CrossRef]
- Sui, J.; Wang, D.; Karney, B.W. Suspended sediment concentration and deformation of riverbed in a frazil jammed reach. Can. J. Civ. Eng. 2000, 27, 1120–1129. [Google Scholar]
- Wardhana, K.; Hadipriono, F.C. Analysis of recent bridge failures in the United States. J. Perform. Constr. Facil. 2003, 17, 144–150. [Google Scholar] [CrossRef] [Green Version]
- Sui, J.; Afzalimehr, H.; Samani, A.K.; Maherani, M. Clear-water scour around semi-elliptical abutments with armored beds. Int. J. Sediment Res. 2010, 25, 233–245. [Google Scholar] [CrossRef]
- Aksoy, A.O.; Bombar, G.; Arkis, T.; Guney, M.S. Study of the time-dependent clear water scour around circular bridge piers. J. Hydrol. Hydromech. 2017, 65, 26–34. [Google Scholar] [CrossRef] [Green Version]
- Yilmaz, M.; Yanmaz, A.M.; Koken, M. Clear-water scour evolution at dual bridge piers. Can. J. Civ. Eng. 2017, 44, 298–307. [Google Scholar] [CrossRef] [Green Version]
- Wang, H.; Tang, H.; Liu, Q.; Wang, Y. Local Scouring around Twin Bridge Piers in Open-Flume Flows. J. Hydraul. Eng. 2016, 142, 06016008. [Google Scholar] [CrossRef]
- Liu, Q.; Tang, H.; Wang, H.; Xiao, J. Critical velocities for local scour around twin piers in tandem. J. Hydrodyn. 2018, 30, 1165–1173. [Google Scholar] [CrossRef]
- Ghodsi, H.; Najafzadeh, M.; Khanjani, M.J.; Beheshti, A. Effects of Different Geometric Parameters of Complex Bridge Piers on Maximum Scour Depth: Experimental Study. J. Waterw. Port Coast. Ocean. Eng. 2021, 147, 04021021. [Google Scholar] [CrossRef]
- Kim, H.S.; Nabi, M.; Kimura, I.; Shimizu, Y. Numerical investigation of local scour at two adjacent cylinders. Adv. Water Resour. 2014, 70, 131–147. [Google Scholar] [CrossRef]
- Najafzadeh, M.; Barani, G.A. Experimental study of local scour around a vertical pier in cohesive soils. Sci. Iran. 2014, 21, 241–250. [Google Scholar]
- Zhou, K.; Duan, J.; Bombardelli, F.A. Experimental and Theoretical Study of Local Scour around Three-Pier Group. ASCE J. Hydraul. Eng. 2020, 146, 04020069. [Google Scholar] [CrossRef]
- Najafzadeh, M.; Oliveto, G. More reliable predictions of clear-water scour depth at pile groups by robust artificial intelligence techniques while preserving physical consistency. Soft Comput. 2021, 25, 5723–5746. [Google Scholar] [CrossRef]
- Bozkus, Z.; Ozalp, M.C.; Dincer, A.E. Effect of pier inclination angle on local scour depth around bridge pier groups. Arab. J. Sci. Eng. 2018, 43, 5413–5421. [Google Scholar] [CrossRef]
- Cheng, T.; Wang, J.; Chen, P.; Sui, J. Simulation of ice accumulation around bridge piers during river breakup periods using a discrete element model. J. Hydrodyn. 2022, 34, 94–105. [Google Scholar] [CrossRef]
- Wang, J.; Shi, F.; Chen, P.; Wu, P.; Sui, J. Simulations of ice jam thickness distribution in the transverse direction. J. Hydrodyn. 2014, 26, 762–769. [Google Scholar] [CrossRef]
- Wang, J.; Li, Z.; Cheng, T.; Sui, J. Time-dependent local scour around bridge piers under ice cover-an experimental study. Chin. J. Hydraul. Eng. 2021, 52, 1174–1182. [Google Scholar]
- Wang, J.; Sui, J.; Karney, W.K. Incipient Motion of Non-Cohesive Sediment Under Ice Cover–An Experimental Study. J. Hydrodyn. 2008, 20, 117–124. [Google Scholar] [CrossRef]
- Hu, H.; Wang, J.; Cheng, T.; Hou, Z.X.; Sui, J. Flume bed deformation and ice jam evolution around bridge piers. Water 2022, 14, 1766. [Google Scholar] [CrossRef]
- Wu, P.; Balachandar, R.; Sui, J. Local Scour around Bridge Piers under Ice-Covered Conditions. J. Hydraul. Eng. 2015, 142, 04015038. [Google Scholar] [CrossRef]
- Namaee, M.R.; Sui, J. Impact of armour layer on the depth of scour hole around side-by-side bridge piers under ice-covered flow condition. J. Hydrol. Hydromech. 2019, 67, 240–251. [Google Scholar] [CrossRef] [Green Version]
- Namaee, M.R.; Sui, J. Effects of ice cover on the incipient motion of bed material and shear stress around side-by-side bridge piers. Cold Reg. Sci. Technol. 2019, 165, 102811. [Google Scholar] [CrossRef]
- Namaee, M.R.; Sui, J. Local scour around two side-by-side cylindrical bridge piers under ice-covered condition. Int. J. Sediment Res. 2019, 34, 355–367. [Google Scholar] [CrossRef]
- Namaee, M.R.; Sui, J. Velocity profiles and turbulence intensities around side-by-side bridge piers under ice-covered flow condition. J. Hydrol. Hydromech. 2020, 68, 70–82. [Google Scholar] [CrossRef] [Green Version]
- Namaee, M.R.; Sui, J.; Wu, Y.S.; Linklater, N. Three-dimensional numerical simulation of local scour around circular side-by-side bridge piers with ice cover. Can. J. Civ. Eng. 2021, 48, 1335–1353. [Google Scholar] [CrossRef]
- Wang, T.; Wang, J.; Hu, H.; Sang, L. Experimental study on critical conditions for ice jam development around side-by-side piers. Chin. J. Hydraul. Eng. 2022, 53, 1262–1269. [Google Scholar]
- Sang, L.S.; Wang, J.; Cheng, T.J.; Hou, Z.X.; Sui, J. Local Scour around Tandem Double Piers under an Ice Cover. Water 2022, 14, 1168. [Google Scholar] [CrossRef]
- Chiew, Y.M. Local Scour at Bridge Piers. Ph.D. Thesis, Auckland University, Auckland, New Zealand, 1984. [Google Scholar]
- Sui, J.; Wang, J.; Balachandar, R.; Sun, Z.; Wang, D. Accumulation of frazil ice along a river bend. Can. J. Civ. Eng. 2008, 35, 158–169. [Google Scholar] [CrossRef]
Serial Number | V (m/s) | H (m) | D (m) | L (m) | Serial Number | V (m/s) | H (m) | D (m) | L (m) |
---|---|---|---|---|---|---|---|---|---|
A1 | 0.2 | 0.2 | 0.02 | — | B3 | 0.2 | 0.2 | 0.02 | 0.10 |
A2 | 0.2 | 0.2 | 0.02 | — | B4 | 0.2 | 0.2 | 0.02 | 0.20 |
A3 | 0.2 | 0.2 | 0.02 | 0.06 | B5 | 0.2 | 0.2 | 0.02 | 0.30 |
A4 | 0.2 | 0.2 | 0.02 | 0.10 | B6 | 0.2 | 0.2 | 0.02 | 0.40 |
A5 | 0.2 | 0.2 | 0.02 | 0.14 | C1 | 0.2 | 0.2 | 0.02 | — |
A6 | 0.2 | 0.2 | 0.02 | 0.20 | C2 | 0.2 | 0.2 | 0.02 | — |
A7 | 0.2 | 0.2 | 0.02 | 0.24 | C3 | 0.2 | 0.2 | 0.02 | 0.06 |
A8 | 0.2 | 0.2 | 0.02 | 0.25 | C4 | 0.2 | 0.2 | 0.02 | 0.10 |
A9 | 0.2 | 0.2 | 0.02 | 0.30 | C5 | 0.2 | 0.2 | 0.02 | 0.14 |
A10 | 0.2 | 0.2 | 0.02 | 0.40 | C6 | 0.2 | 0.2 | 0.02 | 0.20 |
A11 | 0.2 | 0.15 | 0.02 | 0.10 | C7 | 0.2 | 0.2 | 0.02 | 0.22 |
A12 | 0.2 | 0.15 | 0.02 | 0.20 | C8 | 0.2 | 0.2 | 0.02 | 0.24 |
A13 | 0.2 | 0.15 | 0.02 | 0.24 | C9 | 0.2 | 0.2 | 0.02 | 0.28 |
B1 | 0.2 | 0.2 | 0.02 | — | C10 | 0.2 | 0.2 | 0.02 | 0.30 |
B2 | 0.2 | 0.2 | 0.02 | — | C11 | 0.2 | 0.2 | 0.02 | 0.40 |
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Li, Z.; Wang, J.; Sui, J.; Cheng, T.; Liu, P.; Li, G. Channel Bed Deformation around Double Piers in Tandem Arrangement in an S-Shaped Channel under Ice Cover. Water 2023, 15, 2568. https://doi.org/10.3390/w15142568
Li Z, Wang J, Sui J, Cheng T, Liu P, Li G. Channel Bed Deformation around Double Piers in Tandem Arrangement in an S-Shaped Channel under Ice Cover. Water. 2023; 15(14):2568. https://doi.org/10.3390/w15142568
Chicago/Turabian StyleLi, Zhicong, Jun Wang, Jueyi Sui, Tiejie Cheng, Peigui Liu, and Guowei Li. 2023. "Channel Bed Deformation around Double Piers in Tandem Arrangement in an S-Shaped Channel under Ice Cover" Water 15, no. 14: 2568. https://doi.org/10.3390/w15142568