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The formation of ice jams is sudden, and they will cause abnormal water level fluctuations in water diversion projects, affecting the water supply and even causing severe flood disasters. Based on the characteristics of the Middle Route of the South-to-North Water Diversion Project, this paper uses the numerical simulation method to establish an emergency intervention effect simulation model for ice jam events. The hydraulic response characteristics of the project under gate group scheduling and taking different emergency measures are analyzed with the water level deviation and stabilization time consumption of the pool as indicators. Moreover, this paper proposes an emergency intervention mode for ice jam events. The results show that using the gate group scheduling after ice jam events will cause a sharp rise in the upstream water level of the pool where the ice jams are located. Also, compared with other emergency measures, the electric heating ice melting measure has less influence on water level, and the de-icing effect is better. Finally, the emergency intervention mode can significantly reduce the maximum water level deviation and shorten the time required to stabilize the water level.

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  • Reveal the hydraulic response characteristics of water diversion projects under gate group scheduling and take different emergency measures.

  • Establish an emergency intervention mode for ice jam events combined with gate group scheduling and emergency measures.

  • Propose a three-ring management mode to better promote the emergency management of ice jam events.

emergency intervention, hydraulic response characteristics, ice jam, middle route of the south-to-north water diversion project
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Ice jam is a phenomenon in which a large number of frazil slush accumulates under the ice cover, quickly blocking part of the flow cross-section and causing the upstream water level to rise, mainly occurring in the freeze-up period. Also, ice jam formation is sudden and unpredictable (Massie et al. 2002; Mahabir et al. 2006). Severe ice jams can cause river water to overflow dams, causing flood disasters (Cyberski et al. 2006; Shiklomanov & Lammers 2014; Lindenschmidt et al. 2016). Three of the 27 major floods in Sakha (Yakutia) Republic were related to ice jams, particularly in 2018, which caused flooding affecting more than 1,500 households (Tananaev et al. 2021). In the Sanshengong Section of the Yellow River in China, 12 villages were submerged by ice jam floods, causing direct economic losses of about $5.5 M (Feng 2014).

Inter-basin water transfer is an important measure to solve the uneven spatial distribution of water resources and promote balanced regional development. The water diversion projects in the high-latitude areas still face the threat of ice jam events in winter. The Middle Route of the South-to-North Water Diversion Project (MRSNWDP) in China, with a total length of 1,432 km, is a typical water transfer canal system. The Danjiangkou Reservoir is used as the water source. Also, the MRSNWDP is a long-distance water diversion project that provides living, industrial, agricultural, and ecological water to four areas, including Beijing, Tianjin, Hebei, and Henan. Due to the large span of the project from south to north latitudes, the water flows from low latitudes to high latitudes, causing significant heat loss along the way. In addition, the temperature in the canal system north of the Yellow River during winter is low, which makes it easy to produce ice damage problems, seriously affecting the operational safety and water transfer efficiency of the project (Wen et al. 2015).

Currently, the research on the water transfer problems of the project during the ice period mainly involves two aspects, including canal system scheduling management in winter and ice jam risk control. In the aspect of canal system scheduling management in winter, the research methods include prototype observation, physical modeling, and numerical calculation (Carson et al. 2011; She et al. 2012; Kolerski 2018; Yang 2018). Combined with the prototype observation data of the winter ice regime in the MRSNWDP in the past 5 years, Duan et al. (2016) analyzed the temporal and spatial distribution characteristics of the ice regime and ice cover thickness. Sui et al. (2002) studied the relationship between water level and ice jam thickness and revealed the empirical relationship between ice thickness and the Froude number. Xu et al. (2010) studied several ice mechanics problems in the water transfer of the MRSNWDP during the ice period, which provided a reference for water transfer scheduling. Guo et al. (2011) conducted a numerical simulation of the whole water transfer process during the ice period in typical years and gave suggestions and solutions for safe water transfer scheduling of the canal system in winter. Furthermore, some scholars also guarantee the project operation safety in winter from canal system scheduling. Liu et al. (2013) established a transition mode for long-distance water diversion projects before freezing in winter to avoid the emergence of ice jams by reducing the flows of pools. Zhou et al. (2016) put forward measures to guarantee the project operation safety in winter from the two aspects of water flow and water level before the gate. Liu (2019) analyzed the hydraulic response characteristics of a canal system in different ice regime stages and proposed methods to reduce the amplitudes of water level fluctuations.

In terms of ice jam risk control, predicting the probability of ice jam formation and assessing the ice jam risk and post-disaster losses have been the focus of relevant scholars (Mahabir et al. 2007; Beltaos 2012; Magritsky et al. 2017; Tananaev et al. 2021; Das et al. 2023; Lindenschmidt 2023). At the same time, the ice jam risk control should be throughout the whole project construction process, mainly divided into project design and operation stages. The design scheme optimization can reduce and eliminate the ice jam risk in the project design stage, such as hydraulic structures built on both sides of the river or channel, including dams, reservoirs, ice barriers, weirs, etc. Also, operating these hydraulic structures can change the hydrological process and thermal conditions of the river, significantly reducing the risk of ice jam floods (Prowse et al. 2010; Kil'myaninov 2012; Chen et al. 2013; Duan et al. 2016). In the project operation stage, Liu & Fan (2020) used a numerical simulation method to reveal the hydraulic response laws of a series canal system under ice jam conditions. Mu et al. (2011) constructed a one-dimensional model for water transfer of the MRSNWDP in winter and put forward relevant measures for canal ice damage control. Furthermore, for open natural river channels, the probability of ice jam occurrence and ice damage loss can be reduced by taking mechanical measures, thermal measures, and chemical measures (Beltaos 2008; Xie et al. 2014; Zhao et al. 2015; Wu et al. 2016; Wang et al. 2018). Among them, chemical measures have greater impacts on the environment. Therefore, they are unsuitable for large water bodies such as rivers and lakes with drinking water functions.

In conclusion, there are more studies on the emergency management of ice jam events in rivers but fewer on water diversion projects. Moreover, emergency measures applicable to rivers have poor applicability to water diversion projects, which may lead to secondary disasters. In the meantime, the research on the hydraulic response laws of the series canal system coupling ice jam events under different emergency measures is insufficient. Furthermore, the hydraulic response characteristics of the long-distance series canal system are hysteretic, coupled, and nonlinear. Therefore, the ice jams in a pool not only affect the hydraulic response characteristics of the pool but also have impacts on the upstream and downstream. In this regard, according to the characteristics of the MRSNWDP, this paper takes the Shijiazhuang to Beijing Section with the most serious ice damage problems as an example and uses the numerical simulation method to study the hydraulic response characteristics of the project under gate group scheduling and taking different emergency measures. Finally, an emergency intervention mode for ice jam events combined with emergency measures and gate group scheduling is put forward, which can provide a reference for the disposal of ice jam events and canal system scheduling in winter.

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Study area

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As shown in Figure 1, the main canal of the MRSNWDP is taken as the study area in this paper. The main canal is self-flowing, with no other online storage reservoirs and limited storage capacity. Also, it adopts the operation mode of the constant water level before the gate. Consequently, it is difficult to dispatch water during the ice period (Duan et al. 2016). Since the entire project was opened to water in 2014, the water flow in the canal north of Anyang has been affected by the cold temperatures in winter, resulting in different degrees of ice damage problems and a decrease in water transfer capacity. In the winter of 2015–2016, affected by rare cold waves, ice jams occurred in many places of the canal section from the Puyanghe Gate to Beijumahe Gate (Duan et al. 2016). The total length of ice jams was about 26.5 km, and the length of the ice jams in a single pool was 3.2–7.1 km. Among them, the Gangtou Gate canal section in Mancheng County and the canal section from the Fenzhuanghe Gate to Beijumahe Gate were the most serious. Ice jams encroached on the canal cross-section, raising the upstream water levels in the pools, which might threaten the dam's safety and interrupt the water supply (Huang et al. 2019).
Figure 1
Study area.
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Study area.

Emergency intervention effect simulation model

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Model generalization

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The water diversion project can be generalized into a series canal system, as shown in Figure 2. Multiple controlled gates divide the canal pools to form a series canal system. Qu and Qd are the flows through the upstream and downstream gates of a pool, respectively, m3/s; G(i) is the opening of the gate, m; i is the serial number of the gates and pools; Qout is the flow transferred from the main canal to the submain canal through the outlet, and Qdown is the water demand of downstream users, m3/s. The flow relationship of the steady flow state is shown in Equations (1) and (2) (Liu et al. 2015):
(1)
(2)
Figure 2
Schematic diagram of canal system generalization.
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Schematic diagram of canal system generalization.

Figure 2
Schematic diagram of canal system generalization.
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Schematic diagram of canal system generalization.

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Gate group control

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The model developed in the paper uses an incremental PI controller to regulate the flows through the gate group when dealing with ice jam events in the canal system (Yao et al. 2009; Liu et al. 2015). According to the real-time water level fluctuations at the control section, the flow increment through the upstream gate of the pool is generated through the feedback link, as shown in Equation (3):
(3)
where ΔQ is the flow increment through the upstream gate of the pool, m3/s; YT is the target water level, and YF is the real-time water level, m; Kp is the proportional coefficient, and Ki is the integral coefficient.
In order to avoid frequent system oscillations and error accumulations caused by feedback control, it is necessary to equip a water level filtering device and set a water level sensing dead zone. The regulating flow through the gate is obtained by the feedback controller and transmitted to the gate control part. The gate opening increment is obtained by calculating the flow through the gate, as shown in Equation (4). Also, this increment is the execution instruction of gate management. At the same time, based on centralized monitoring and control, all gates in the canal system are synchronously operated, which is conducive to the rapid transition of the canal system from one stable state to another. The workflow of the downstream controller and the control process for the long-distance canal system are shown in Figures 3 and 4 (Liu et al. 2015):
(4)
where ΔG is the opening increment of the upstream gate in the pool, m; Δh is the head difference before and after the gate, m; G is the current opening of the gate, m.
Figure 3
Workflow of the downstream controller.
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Workflow of the downstream controller.

Figure 3
Workflow of the downstream controller.
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Workflow of the downstream controller.

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Figure 4
Canal system control process. Note: YT is the target water level, and YF is the real-time water level, m.
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Canal system control process. Note: YT is the target water level, and YF is the real-time water level, m.

Figure 4
Canal system control process. Note: YT is the target water level, and YF is the real-time water level, m.
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Canal system control process. Note: YT is the target water level, and YF is the real-time water level, m.

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The model uses the unsteady flow equations of an open canal to simulate the hydraulic response characteristics of the canal system under the conditions of floating ice cover formation and open canal flow. The governing equations are as follows (Yao et al. 2009; Liu et al. 2011):

Continuity equation:
(5)
Momentum equation:
(6)
where Z is the water level, m; h is the water depth, m; Q is the flow, m3/s; B is the width of the water surface, m; A is the cross-sectional area of the water flow, m2; C is the Chezy coefficient; t is the time variable, s; x is the spatial variable, m; qx is the interval inflow, m3/s; vqs is the average velocity of lateral inflow in the flow direction, m/s; u is the velocity of water flow along the axis direction, m/s; s is the canal bottom slope gradient; R is the hydraulic radius, m; g is the acceleration of gravity, m/s2.

When a floating ice cover is formed in the canal, the wetted perimeter and roughness coefficient of the canal are both affected by the ice cover (Wei & Huang 2002; Yang 2018). The unsteady flow equations in this model are solved by the Preissmann four-point implicit difference scheme with the double boundary conditions of the flows through the upstream and downstream gates in each pool (Liu 2019).

Ice jam emergency measures

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Emergency measures commonly used after ice jam events include ice blasting with explosives and ice melting. According to the treatment of broken ice after blasting, ice blasting can be divided into two types: no removal of broken ice after blasting and removal of broken ice after blasting (Beltaos 2008; Fu et al. 2020). In the meantime, according to different heat sources, ice melting can be divided into water injection ice melting and electric heating ice melting (Yang 2012; Liu 2014; Zhao et al. 2015; Wu et al. 2016; Zhu 2022). The measure of not salvaging broken ice after blasting is suitable for the special working conditions of small volume and loose combination of broken ice after blasting. The broken ice can be melted in situ or transported downstream with water, making it less likely to form ice jams again, so no additional treatment is needed for it. But the measure has higher requirements for blasting technology. Otherwise, it will induce secondary disasters such as hydraulic construction damage. If the volume of broken ice is too large, it will pile up in front of the gates and easily refreeze to form ice jams again under extreme meteorological conditions. Furthermore, larger broken ice may hit hydraulic structures such as piers, gates, and measuring equipment while moving with water. Therefore, removing broken ice after blasting should be an alternative measure to deal with ice jam events.

Based on the actual situation of the project, four emergency measures are designed, as shown in Figure 5. For the measure of salvaging broken ice after blasting, salvaging all broken ice at once will result in a significant reduction of water in the pools. Therefore, first, blast and salvage the solid ice on the upper layer of the ice jams. Part of the frazil slush on the lower layer flows downstream with water, and some will float up. Under low-temperature conditions, the frazil slush will freeze and form solid ice again. Repeat the above blasting and salvaging steps until all ice jams in the pools are removed. The implementation process is shown in Figure 6.
Figure 5
Diagram of emergency measures.
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Diagram of emergency measures.

Figure 5
Diagram of emergency measures.
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Diagram of emergency measures.

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Figure 6
Implementation process of salvaging broken ice after blasting.
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Implementation process of salvaging broken ice after blasting.

Figure 6
Implementation process of salvaging broken ice after blasting.
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Implementation process of salvaging broken ice after blasting.

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For the water injection ice melting measure, urgently pump groundwater or transfer sufficient volume and appropriate temperature water from other places after ice jam events occur. In the meantime, the sprinklers are arranged on both sides of the pool to evenly spray the ice jams, increasing the contact area between warm water and the ice body, thereby improving the ice melting efficiency. This measure only considers the phase change of ice jams, which means melting from 0 °C ice to 0 °C water. The warm water requirement for melting ice is shown in Equation (7):
(7)
where Vw and Vi are the volumes of warm water and ice jams, respectively, m3; ρw and ρi are the densities of water and ice, respectively, kg/m3; Cw is the specific heat capacity of water, J/(kg·°C); Tw is the warm water temperature, °C; Li is the latent heat, J/kg; Hw is the heat utilization rate, which is the ratio of the actual heat absorbed by the ice jams to the heat released by the warm water.

For the electric heating ice melting measure, the heater is in a mesh shape covering the ice jams to ensure uniform heating. However, this measure is only used in the anti-freezing of steel structure gates and has not been widely used in rivers and water diversion projects for ice melting (Yang 2012; Liu 2014; Zhu 2022). Also, the research on related equipment is not sufficient. Therefore, this paper assumes that all ice jams are melted within the specified time and only theoretically discusses the feasibility of this measure for disaster mitigation in the project, providing ideas for equipment development.

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Simulation conditions

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The northernmost Shijiazhuang to Beijing Section of the MRSNWDP has the most severe ice damage problems every year. This paper selects the Shijiazhuang to Beijing Section as an object for study. Also, the canal section is 227.4 km long and consists of 13 canal pools separated by 14 controlled gates, as shown in Figure 7. Severe ice jam events occurred in the No. 8 pool in the winter of 2015–2016 (Duan et al. 2016; Huang et al. 2019; Liu 2019).
Figure 7
Diagram of the canal system.
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Diagram of the canal system.

Figure 7
Diagram of the canal system.
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Diagram of the canal system.

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According to the actual situation of the ice jam events in the winter of 2015–2016, the following simulation conditions are assumed:

  • (1)

    It is assumed that under the extreme conditions of a sudden drop in air temperature after cold waves, ice jams with a length of about 3 km, a thickness of about 2.8 m, and a volume of about 210,935.76 m3 are suddenly formed before the downstream gate of the No. 8 pool, and front edge of the ice jams is about 23.59 km away from the upstream gate (Duan et al. 2016; Huang et al. 2019). Meanwhile, referring to Huang et al. (2019)’ s description of the ice jam profile, it is assumed that the thicknesses of the solid ice layer and the frazil slush layer are 60 and 220 cm, respectively.

  • (2)

    It is assumed that the average temperature of the ice jams is 0 °C. Moreover, this paper assumes that the ice volume of ice jams will not increase or decrease during blasting and salvaging due to changes in meteorological conditions and water temperature. Also, it is assumed that the ice melts into the water at a uniform speed during the melting process.

  • (3)

    It is assumed that the canal system is in a stable water transfer state before the ice jam events occur. In order to approach the actual winter water transfer flow of the project in recent years, Qdown = 20 m3/s, Qout(9) = 10 m3/s, and Qout(4) = 20 m3/s are taken. The flow conditions are close to the safe flow of the project in winter, accounting for about 30% of the design flow (Liu et al. 2020). Furthermore, each pool adopts the operation mode of constant water level in front of the downstream gate, and the water level in the control point is the designed water level in front of the gate.

This study combines gate group scheduling and four emergency measures to form six representative cases. The comparison of case conditions is shown in Table 1. Considering the time required for equipment arrangement at the site, the intervention time of the emergency measures is uniformly set to 3 h after the ice jam events.

Table 1

Comparison of case conditions

Cases No.Whether gate group scheduling is performedWhether to take emergency measuresTypes of measuresStarting timeSpecific operation
1 No No / / / 
2 Yes No / When ice jam events occur. An incremental PI controller is used for real-time feedback control. 
3 No Yes Measure of not salvaging broken ice after blasting 3 h after the ice jam events. All ice jams are blasted into small pieces at once, and it is assumed that the broken ice can be melted in situ or transported downstream with water. 
4 No Yes Measure of salvaging broken ice after blasting The solid ice on the upper layer of the ice jams is blasted into broken ice and salvaged within 20 h. Repeat the above blasting and salvaging steps until all ice jams are removed. 
5 No Yes Water injection ice melting measure Referring to the experience of water injection, a total volume of 1,547,866.69 m3 of warm water with a temperature of 10 °C is injected at a flow rate of 21 m³/s for 20 h (Wu et al. 2016). Also, it is assumed that the heat utilization rate Hw is 100%, which means assuming that no heat is wasted during the melting process and the ice jams absorb all the heat released by the warm water. 
6 No Yes Electric heating ice melting measure The ice jams are completely melted within 6 h. 
Cases No.Whether gate group scheduling is performedWhether to take emergency measuresTypes of measuresStarting timeSpecific operation
1 No No / / / 
2 Yes No / When ice jam events occur. An incremental PI controller is used for real-time feedback control. 
3 No Yes Measure of not salvaging broken ice after blasting 3 h after the ice jam events. All ice jams are blasted into small pieces at once, and it is assumed that the broken ice can be melted in situ or transported downstream with water. 
4 No Yes Measure of salvaging broken ice after blasting The solid ice on the upper layer of the ice jams is blasted into broken ice and salvaged within 20 h. Repeat the above blasting and salvaging steps until all ice jams are removed. 
5 No Yes Water injection ice melting measure Referring to the experience of water injection, a total volume of 1,547,866.69 m3 of warm water with a temperature of 10 °C is injected at a flow rate of 21 m³/s for 20 h (Wu et al. 2016). Also, it is assumed that the heat utilization rate Hw is 100%, which means assuming that no heat is wasted during the melting process and the ice jams absorb all the heat released by the warm water. 
6 No Yes Electric heating ice melting measure The ice jams are completely melted within 6 h. 
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Influence of the gate group coping mode on hydraulic response characteristics

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The water level change process of each pool in Case 1 and Case 2 is obtained through simulation, as shown in Figure 8. The water level deviation is the difference between the real-time and initial water levels. If the water level rises, the water level deviation is positive, and the opposite is negative. Under the conditions that the gate group is not scheduled, the water levels in the No. 1–7 pools rose. Also, the rising amplitude decreases with the increase of distance from the No. 8 pool. Instead, the water levels in the No. 9–13 pools dropped. The main reason is that the inflows into these pools decrease while the outflows remain the same. Furthermore, due to the influence of ice jams, the water level in the canal system is in an unstable state. Also, the water level deviations continue to expand along the above trend, resulting in uncontrollable risks. Under the conditions that the gate group is scheduled, except the upstream water level in the No. 8 pool is higher than the initial position due to the increase of the canal hydraulic gradient caused by the ice jams, the water levels in other pools have returned to the initial positions within 60 h. However, gate group scheduling also caused a sharp rise in the upstream water level of the No. 8 pool where the ice jams are located, as shown in Figure 9. The upstream and downstream maximum water level deviations under gate group scheduling are increased by 140 and 100%, respectively, compared with that under the static state of the gate group. The maximum water level deviation is the maximum difference between the real-time and initial water levels in a pool during the observation time.
Figure 8
Hydraulic response characteristics comparison diagram of the canal system under different coping modes of the gate group.
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Hydraulic response characteristics comparison diagram of the canal system under different coping modes of the gate group.

Figure 8
Hydraulic response characteristics comparison diagram of the canal system under different coping modes of the gate group.
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Hydraulic response characteristics comparison diagram of the canal system under different coping modes of the gate group.

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Figure 9
Comparison diagram of maximum water level deviation of each pool under different coping modes of the gate group.
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Comparison diagram of maximum water level deviation of each pool under different coping modes of the gate group.

Figure 9
Comparison diagram of maximum water level deviation of each pool under different coping modes of the gate group.
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Comparison diagram of maximum water level deviation of each pool under different coping modes of the gate group.

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To sum up, using gate group scheduling after ice jam events can restore most water levels to their initial positions within a certain period, but it will also cause large fluctuations in the water level of the pool where the ice jams are located. The static response of the gate group can reduce the interference of canal system scheduling. However, the later water level change trend is not conducive to the canal system operation, and there is a risk that the water levels in the upstream pools are too high and the water flows in the downstream pools are dry. Therefore, it is recommended to keep the gate group static in the early stage and switch to the gate group scheduling mode later to form a multi-stage coping mode when dealing with ice jam events.

Comparison of hydraulic response characteristics under different emergency measures

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After the ice jam events occur, if they are not treated well, there will be a risk of ice jam floods due to the increase of ice jam volume caused by the cold waves in the later stage. Also, appropriate interventions are of great significance for improving the hydraulic response process and maintaining the safety of the canal system. The hydraulic response characteristics of the canal system caused by the water injection ice melting measure are shown in Figure 10. As can be seen from the figure, the flow through Gate 9 increased by 21.88 m3/s within 10 min after the start of water injection, which is 63% higher than the initial flow. It caused a sharp increase in the downstream water level of the No. 8 pool and the upstream water level of the No. 9 pool, respectively, by 1.27 and 0.13 m within 10 min. Excessive water level fluctuations in a short-term period can easily cause great risks to the operation of the canal system. During the water injection process, gate group scheduling was carried out to stabilize water levels, and the opening of Gates 8 and 9 decreased by 0.34 and 0.31 m within 10 min, respectively, to 15 and 60% of the initial opening. However, it was still unable to stabilize the water level in the No. 8 pool. The downstream water level in this pool rose 1.51 m within 10 min, easily leading to the overflow of pool water and causing flood disasters. Therefore, this measure is unsuitable for emergency management of large-scale ice jam events due to the excessive amount of warm water required. Through the simulation of Cases 3, 4, and 6, the hydraulic response characteristics of the canal system under other emergency measures are shown in Figure 11, including the upstream and downstream maximum water level deviations and water level stabilization time consumption of each pool. Also, the water level stabilization time consumption is the time required to restore the initial water level in a pool.
Figure 10
Hydraulic response characteristics of the canal system caused by the water injection ice melting measure.
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Hydraulic response characteristics of the canal system caused by the water injection ice melting measure.

Figure 10
Hydraulic response characteristics of the canal system caused by the water injection ice melting measure.
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Hydraulic response characteristics of the canal system caused by the water injection ice melting measure.

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Figure 11
Comparison of hydraulic response characteristics of the canal system under different emergency measures.
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Comparison of hydraulic response characteristics of the canal system under different emergency measures.

Figure 11
Comparison of hydraulic response characteristics of the canal system under different emergency measures.
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Comparison of hydraulic response characteristics of the canal system under different emergency measures.

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In terms of water level deviation, the water level fluctuations caused by the measure of not salvaging broken ice after blasting and the electric heating ice melting measure are the smallest. The water level fluctuations caused by the measure of salvaging broken ice after blasting are the largest. Moreover, the lowest downstream water level in the No. 8 pool is 0.5 m lower than the initial position. Compared with the other two measures, the downstream water level in the No. 8 pool decreased by 138%, and the water levels in other pools are lower than the initial positions. In terms of water level stabilization time consumption, the total time required for water level stabilization of the canal system is the shortest by taking the measure of not salvaging broken ice after blasting. It takes a little longer to stabilize the water level by taking the electric heating ice melting measure, especially in the No. 12 pool. Compared with the measure of not salvaging broken ice after blasting, the time required for stabilizing the upstream and downstream water levels in the No. 12 pool increased by 35.17 and 39.25 h, respectively. For the measure of salvaging broken ice after blasting, the water levels of the entire canal system have not returned to the initial positions during the observation time because a certain amount of pool water was lost by salvaging broken ice.

In summary, the advantages and disadvantages of four emergency measures are evaluated, as shown in Table 2.

Table 2

Advantages and disadvantages evaluation of emergency measures

Types of measuresAdvantagesDisadvantages
Measure of not salvaging broken ice after blasting Small influences on water level and short time required for stable water level. 

  • (1) If the volume of broken ice is too large, it will pile up in front of the gates and easily refreeze to form ice jams again.

  • (2) The measure has higher requirements for blasting technology and can easily damage the surrounding hydraulic structures.

 
Measure of salvaging broken ice after blasting The ice jam problem can be fundamentally solved. 

  • (1) Great influences on water level and long time required for stable water level.

  • (2) The pools may lose a certain amount of water.

  • (3) Large workload and complex management.

 
Water injection ice melting measure It can increase the pool water temperature and avoid the formation of ice jams again. 

  • (1) The water demand is large, and excessive water can easily lead to the overflow of pool water.

  • (2) Difficulty in supplying warm water.

  • (3) Outside water into the pools may cause water pollution.

 
Electric heating ice melting measure 

  • (1) Small influences on water level and short time required for stable water level.

  • (2) The ice jam problem can be fundamentally solved.

 

  • (1) There are high requirements for the power and quantity of ice melting equipment.

  • (2) No mature equipment is currently available.

 
Types of measuresAdvantagesDisadvantages
Measure of not salvaging broken ice after blasting Small influences on water level and short time required for stable water level. 

  • (1) If the volume of broken ice is too large, it will pile up in front of the gates and easily refreeze to form ice jams again.

  • (2) The measure has higher requirements for blasting technology and can easily damage the surrounding hydraulic structures.

 
Measure of salvaging broken ice after blasting The ice jam problem can be fundamentally solved. 

  • (1) Great influences on water level and long time required for stable water level.

  • (2) The pools may lose a certain amount of water.

  • (3) Large workload and complex management.

 
Water injection ice melting measure It can increase the pool water temperature and avoid the formation of ice jams again. 

  • (1) The water demand is large, and excessive water can easily lead to the overflow of pool water.

  • (2) Difficulty in supplying warm water.

  • (3) Outside water into the pools may cause water pollution.

 
Electric heating ice melting measure 

  • (1) Small influences on water level and short time required for stable water level.

  • (2) The ice jam problem can be fundamentally solved.

 

  • (1) There are high requirements for the power and quantity of ice melting equipment.

  • (2) No mature equipment is currently available.

 
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Ice jam emergency intervention mode

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Considering the advantages and disadvantages of gate group scheduling and emergency measures, an emergency intervention mode of the canal system to cope with ice jam events is proposed as ‘gate group static – emergency measures intervention – gate group scheduling’. That is to maintain the static state of the gate group after ice jam events while monitoring and risk assessment of the ice regime. Then take suitable emergency measures and start gate group scheduling in due course. For the convenience of discussion, the electric heating ice melting measure with less influence on the water level in pools and better de-icing effect is taken as an example. The three moments of the beginning, the process, and the end of electric melting are taken as the start-up time of gate group scheduling, respectively. Then observe the hydraulic response characteristics of the canal system to determine the appropriate timing for starting gate scheduling. Finally, compare with the hydraulic response characteristics of Cases 2 and 6 to observe the optimization.

Timing determination of gate group scheduling

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The electric heating ice melting measure in Case 6 is taken as an example, as shown in Figure 12. Also, the gate group scheduling is performed at three moments: the beginning (3 h), the process (6 h), and the end of electric melting (9 h), simulating three cases: 6A, 6B, and 6C.
Figure 12
Start gate group scheduling at different times.
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Start gate group scheduling at different times.

Figure 12
Start gate group scheduling at different times.
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Start gate group scheduling at different times.

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The maximum opening deviation of each gate, the maximum water level deviation and water level stabilization time consumption of each pool in three cases are shown in Figure 13. The maximum gate opening deviation is the maximum difference between the real-time and initial gate openings during the observation time. If the gate opening increases, the deviation is positive, and the opposite is negative. It can be seen from the figure that starting the gate group scheduling at the beginning of electric melting will cause problems such as large gate openings, large fluctuations in water levels, and the long time required for stable water levels. This is because the larger the ice jams in the pool, the greater the amplitude of the gate group scheduling, resulting in greater interference with the hydraulic process of the canal system. The fluctuation ranges of water level caused by starting the gate group scheduling during and at the end of electric melting are a little different, and the deviation range of water level is −0.21 to 0.04 m. The gate opening amplitudes caused by starting the gate group scheduling during the electric melting, affected by the ice jams, are larger than that of starting the gate group scheduling after the ice jams are all melted. However, the gate group scheduling starting moment is earlier, so the water levels are stabilized in advance. Especially for the No. 7–11 pools, the time-consuming reduction is about 0.09–15 h. Therefore, the effects of starting the gate group scheduling after the ice jams have partially melted are better.
Figure 13
Comparison of hydraulic response characteristics of starting gate group scheduling at different times.
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Comparison of hydraulic response characteristics of starting gate group scheduling at different times.

Figure 13
Comparison of hydraulic response characteristics of starting gate group scheduling at different times.
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Comparison of hydraulic response characteristics of starting gate group scheduling at different times.

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Effect analysis of emergency intervention mode

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The hydraulic response characteristics in Case 6B, with less water level fluctuation and shorter stabilization time, are selected to compare with that in Cases 2 and 6, respectively. Cases 2 and 6 represent special cases where only gate group scheduling and only the electric melting emergency measure are performed. Also, the optimization of the emergency intervention mode is observed, as shown in Table 3. In terms of water level deviation, the water level fluctuations of the No. 8 pool where the ice jams are located are the largest in the case of gate group scheduling only, and the upstream and downstream maximum water level deviations are 0.25 and −0.42 m, respectively. The upstream and downstream maximum water level deviations caused by using the emergency intervention mode are reduced by 84 and 50%, respectively, compared with that of gate group scheduling only. In terms of water level stabilization time consumption, compared with only taking the electric melting measure, the water levels of other pools in the mode are stabilized earlier except for the upstream of the No. 9 pool, which increases by 0.5 h, and the time-consuming reduction is about 0.25–39.25 h. The comprehensive results show that the mode has the effects of suppressing excessive water level fluctuations and stabilizing the water level as soon as possible.

Table 3

Optimization effects of the emergency intervention mode

Pool No.Upstream of the pools
Downstream of the pools
Maximum water level deviation (m)
Water level stabilization time consumption (h)
Maximum water level deviation (m)
Water level stabilization time consumption (h)
Case 2Case 6BChange rate (%)Case 6Case 6BChange value (h)Case 2Case 6BChange rate (%)Case 6Case 6BChange value (h)
1 −0.04 0 −100 0 0 0 −0.05 0 −100 0 0 0 
2 −0.04 0 −100 0 0 0 −0.05 0 −100 0 0 0 
3 −0.04 0 −100 0 0 0 −0.06 0 −100 0 0 0 
4 −0.04 0 −100 0 0 0 −0.06 0 −100 0 0 0 
5 −0.07 0 −100 0 0 0 −0.08 0 −100 0 0 0 
6 −0.06 0 −100 0 0 0 −0.09 0 −100 0 0 0 
7 −0.17 −0.01 −94.12 0 0 0 −0.19 −0.01 −94.74 0 0 0 
8 0.25 0.04 −84 19.58 12.58 −7 −0.42 −0.21 −50 21.67 12.58 −9.09 
9 0 −0.09 / 15.92 16.42 0.5 0 −0.09 / 16.33 16.08 −0.25 
10 0 −0.04 / 22.67 14.08 −8.59 0 −0.05 / 23.5 14.75 −8.75 
11 0 −0.01 / 31.92 7.17 −24.75 0 −0.01 / 37.17 8.25 −28.92 
12 0 0 / 35.17 0 −35.17 0 0 / 39.25 0 −39.25 
13 0 0 / 0 0 0 0 0 / 0 0 0 
Pool No.Upstream of the pools
Downstream of the pools
Maximum water level deviation (m)
Water level stabilization time consumption (h)
Maximum water level deviation (m)
Water level stabilization time consumption (h)
Case 2Case 6BChange rate (%)Case 6Case 6BChange value (h)Case 2Case 6BChange rate (%)Case 6Case 6BChange value (h)
1 −0.04 0 −100 0 0 0 −0.05 0 −100 0 0 0 
2 −0.04 0 −100 0 0 0 −0.05 0 −100 0 0 0 
3 −0.04 0 −100 0 0 0 −0.06 0 −100 0 0 0 
4 −0.04 0 −100 0 0 0 −0.06 0 −100 0 0 0 
5 −0.07 0 −100 0 0 0 −0.08 0 −100 0 0 0 
6 −0.06 0 −100 0 0 0 −0.09 0 −100 0 0 0 
7 −0.17 −0.01 −94.12 0 0 0 −0.19 −0.01 −94.74 0 0 0 
8 0.25 0.04 −84 19.58 12.58 −7 −0.42 −0.21 −50 21.67 12.58 −9.09 
9 0 −0.09 / 15.92 16.42 0.5 0 −0.09 / 16.33 16.08 −0.25 
10 0 −0.04 / 22.67 14.08 −8.59 0 −0.05 / 23.5 14.75 −8.75 
11 0 −0.01 / 31.92 7.17 −24.75 0 −0.01 / 37.17 8.25 −28.92 
12 0 0 / 35.17 0 −35.17 0 0 / 39.25 0 −39.25 
13 0 0 / 0 0 0 0 0 / 0 0 0 
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This study puts forward an ice jam emergency intervention mode for ice jam events in large-scale water diversion projects, making it possible to effectively improve the safety of water transfer during the ice period. In order to better promote the emergency management of ice jam events in the project, a three-ring management mode is proposed, as shown in Figure 14.
  • (1)

    The emergency headquarters use the emergency intervention effect simulation model after ice jams occur, and the simulation results can be used as references for canal system scheduling. In the meantime, the headquarters members are composed of experts from the project scheduling and maintenance departments. The scheduling departments are responsible for the organization and implementation of the whole process of emergency management.

  • (2)

    Information is the basis for decision-making, and information monitoring should be strengthened in the whole process of emergency management. Moreover, the monitoring points should be uniformly arranged throughout the project. The monitoring means include remote video, arrangement of water level sensors, and on-site inspection.

  • (3)

    The whole process of ice jam emergency management is divided into three parts: before, during, and after the event. The main tasks beforehand include dividing the ice jam risk areas, clarifying the emergency plans, and developing scientific organizational structures. The tasks in the event process are that the emergency headquarters assess the level of emergencies and use the emergency intervention effect simulation model to command canal system scheduling. The post-event tasks are the post-evaluations of emergency intervention methods, model prediction errors, organizational coordination efficiency, etc.

Figure 14
Ice jam emergency management mechanism.
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Ice jam emergency management mechanism.

Figure 14
Ice jam emergency management mechanism.
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Ice jam emergency management mechanism.

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This paper uses the numerical simulation method to establish an emergency intervention effect simulation model for ice jam events, revealing the hydraulic response laws of the series canal system under gate group scheduling and different emergency measures. Also, an emergency intervention mode combined with gate group scheduling and emergency measures is proposed as ‘gate group static – emergency measures intervention – gate group scheduling’. The main conclusions are as follows:

  • (1)

    Short-term static response of the gate group after ice jam events can reduce the water level fluctuations caused by the canal system scheduling interference. Also, it is recommended to switch to the gate group scheduling mode later to form a multi-stage coping mode.

  • (2)

    The water injection ice melting measure is unsuitable for emergency management of large-scale ice jam events due to the excessive amount of warm water required. Moreover, the electric heating ice melting measure is the priority consideration by comparing other emergency measures. This measure can reduce the maximum water level deviation by 75% compared to the measure of salvaging broken ice after blasting. Meanwhile, compared with the measure of not salvaging broken ice after blasting, it can fundamentally solve the ice jam problem. However, further research and development of relevant equipment are needed to ensure the successful implementation of this measure.

  • (3)

    Starting the gate group scheduling after the ice jams have partially melted can mitigate double influences of gate group scheduling and emergency measures on the hydraulic response process of the canal system. Furthermore, the emergency intervention mode can significantly reduce the maximum water level deviation and shorten the time required to stabilize the water level. The maximum water level deviation is reduced by 84% compared with that of gate group scheduling only, and the time required for water level stabilization of each pool is reduced by 0.25–39.25 h compared with that of only taking the electric melting measure.

The model parameters in this paper need to be further calibrated and optimized in the application of actual project scheduling. Moreover, there is room for optimizing the specific time of gate group scheduling starting in the emergency intervention mode for ice jam events.

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This work was supported by the National Key Research & Development Plan of China (No. 2022YFC3202500), the Open Research Fund of Key Laboratory of River Basin Digital Twinning of Ministry of Water Resources (No. Z0202042022), the National Science Foundation of China (No. 51779196), and the Graduate Innovation and Entrepreneurship Foundation of Wuhan University of Science and Technology (No. JCX2022023).

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All relevant data are included in the paper or its Supplementary Information.

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The authors declare there is no conflict.

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