Design method of gate system against landslide surge impact

Abstract

The application discloses a design method of a gate system resisting impact of a landslide surge, and belongs to the technical field of hydropower and water conservancy engineering structures. The gate system comprises a working gate, a plane maintenance gate, a plane water retaining gate, a plane accident gate and a water inlet rapid gate. The water retaining state and the running state of the working gate are designed according to the landslide surge working condition. The water retaining states of the plane maintenance gate, the plane water retaining gate, the plane accident gate and the water inlet rapid gate are designed according to the landslide surge working condition. The opening and closing forces of the plane maintenance gate, the plane water retaining gate, the plane accident gate and the water inlet rapid gate are designed according to the normal design water level running working condition. The corresponding design working conditions and structural types resisting the surge are adopted for the gates with different functions, so that the investment is saved while the safe operation requirement of the project is met.

Description

Technical Field

[0001] This invention relates to a design method for a gate system resistant to landslide surge impact, belonging to the field of structural technology for hydropower and water conservancy projects. Background Technology

[0002] With the advancement of dam construction technology, dams are being built to increasingly higher heights, with some exceeding 300 meters. As a result, the poor stability of the sedimentary bodies caused by excessively deep reservoirs in these projects has led to a significant problem of landslides. The impact of landslide surges can damage related facilities such as spillway structures and water diversion structures, triggering engineering accidents and endangering people's lives and property.

[0003] For spillway and diversion structures, the key facilities are gates and opening and closing equipment. For example, if the spillway gate is damaged, the spillway will be blocked, causing the water level to rise and overflow or break the dam, which will seriously endanger the lives and property of people on both banks downstream. If the intake gate is damaged while blocking water, water will rush into the channel, causing damage to the water diversion tunnel, pressure steel pipe or turbine generator set. Sometimes, it may even cause a major accident of flooding of the plant and cause huge losses. For exposed gates, if the surge height exceeds the gate top, it will overflow from the top, causing structural damage to the gate under the negative pressure created behind the gate and the hydrodynamic load of the surge. For submerged gates, the surge causes the water level to rise, increasing the water pressure on the gate. If the load exceeds the gate structure's bearing capacity, it can lead to severe deformation or even overall instability and failure. Furthermore, the impact of surge loads on curved gates is more pronounced than on flat gates because the curved gate's support arms are compression rod structures, generally quite long (some exceeding 20m), resulting in greater flexibility and a relatively low Euler critical force. This makes them prone to overall instability when subjected to sudden increases in load. For gate operation equipment, if the gate is in operation when a surge occurs, it can increase the gate's opening and closing capacity, even exceeding the rated capacity. This can cause the gate to stop at a certain position and induce vibrations in the operation equipment, leading to engineering accidents such as breakage of the hydraulic press's lifting head or piston rod, or breakage of the winch's wire rope.

[0004] Current metal structure design codes do not address landslide and surge conditions. If traditional design approaches are adopted without considering these conditions, the probability of damage to gates and opening / closing equipment when subjected to landslide and surge impacts is high, posing significant safety hazards. For exposed spillway gates, existing technologies primarily involve either directly increasing the gate height or installing a breast wall on the upstream side. However, for ultra-large spillway gates, increasing the gate height to resist surges results in excessively large and heavy gates, requiring a corresponding increase in the capacity of the opening / closing equipment. For curved gates, the hydraulic press stroke would be significantly increased, and if it exceeds 20 meters, manufacturing becomes difficult, and precision cannot be guaranteed. Conversely, installing a breast wall on the upstream side transforms the spillway from an open type to a submerged type, reducing its discharge capacity. For floods exceeding the discharge limit, insufficient discharge could lead to dam overflow or breach, causing substantial losses. Therefore, existing technologies are not yet perfect and require further improvement. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a design method for a gate system resistant to landslide surge impact.

[0006] This invention is achieved through the following technical solution:

[0007] A design method for a gate system resistant to landslide surge impact, the gate system comprising a working gate, a plane maintenance gate, a plane water-retaining gate, a plane emergency gate, and an inlet quick gate, wherein the water-retaining state and operating state of the working gate are designed according to landslide surge conditions, the water-retaining state of the plane maintenance gate, the plane water-retaining gate, the plane emergency gate, and the inlet quick gate are all designed according to landslide surge conditions, and the opening and closing forces of the plane maintenance gate, the plane water-retaining gate, the plane emergency gate, and the inlet quick gate are all designed according to the normal design water level operating conditions. According to section 4.0.4 of the "Design Code for Steel Gates of Hydropower Projects" (NB35055), landslide surge loads are considered as other loads that rarely occur. For working gates used for water discharge, the loads are selected according to a special combination, and both the water-blocking and operating states are designed according to the landslide surge condition. For plane maintenance gates, plane water-blocking gates, plane emergency gates, and inlet quick gates, only the water-blocking state is designed according to the landslide surge condition, and the selection and layout of their opening and closing equipment are designed according to the normal design water level or water pressure difference operating conditions.

[0008] The intake quick-closing gate is a protection measure against generator runaway and a means to handle accidents in the water diversion pipeline in a timely manner. Therefore, its water flow closing time is very short, generally 2 to 3 minutes. However, the time it takes for the surge wave from a landslide to reach the intake is very short. Therefore, if a landslide occurs when the gate is closed with water flow, the gate will have already reached the bottom sill by the time the surge wave reaches it. Thus, the surge wave condition is not considered when the intake quick-closing gate is in operation. However, when the generator is under maintenance or the water diversion tunnel is under maintenance, the surge wave level is considered when the gate is blocked due to the longer time required.

[0009] According to the laws of conservation and transformation of energy, the hydrodynamic load generated by the landslide is converted into potential energy (water head). This potential energy (water head) is then superimposed in front of the sluice gate to form the highest water head H. max Or the highest water pressure difference △H max Then, based on the highest head H max Or the highest water pressure difference △H max Perform structural design and opening / closing force calculation for working gates, as well as structural design for plane maintenance gates, plane water-blocking gates, plane emergency gates, and inlet quick gates;

[0010] The opening and closing forces of the plane maintenance gate and the plane water-retaining gate are calculated based on the normal operating conditions within the range of pressure difference. The opening and closing forces and holding forces of the plane emergency gate and the inlet quick gate are calculated based on the normal operating conditions at the design water level.

[0011] The design head Hs of the working gate, plane maintenance gate, plane water-retaining gate, plane emergency gate, and inlet quick gate under landslide and surge conditions. 总 Calculate according to the following formulas respectively:

[0012] Hs 总 =H hs +Hj max +Hp max ;

[0013]

[0014] Among them, H hs Design water level and head for the gate, Hj max For landslide surge exceeding the maximum head of the still water level, Hp max V represents the maximum uphill wave height of the landslide surge. max ρ represents the maximum flow velocity of the landslide surge in front of the gate, and g represents the acceleration due to gravity. Appropriate design conditions and structural types are adopted for gates with different functions to resist surges, meeting the requirements for safe operation of the project while saving investment.

[0015] When the working gate is installed as an exposed working gate at the inlet of a spillway, spillway dam, spillway orifice, sluice gate, or spillway tunnel, a combined upper flat and lower arc working gate structure is adopted. This combined upper flat and lower arc working gate structure reduces the size of the lower arc gate in resisting landslide surges.

[0016] The upstream side of the combined upper-flat and lower-arc working gate is equipped with a plane maintenance gate or a plane emergency gate. The installation height of the plane maintenance gate and the plane emergency gate should be greater than the maximum surge rise height Hp. max The difference in elevation between the bottom sill of the plane maintenance gate and the bottom sill of the plane emergency gate;

[0017] The planar emergency gate consists of an upper gate and a lower gate. The lower gate is an integral unit formed by connecting the upper gate section to the lower gate section via an inter-segment leveling and pressure-pressurizing device. In emergency situations, the lower gate is closed by flowing water before the upper gate is lowered, with the water level at the closing position designed for normal storage. In the absence of water, the upper gate is opened, and the lower gate is opened by still water. Before opening, the upper gate section of the lower gate is raised slightly to perform inter-segment leveling and pressure-pressurizing. The inter-segment leveling and pressure-pressurizing device is existing technology, such as the leveling and pressure-pressurizing device for an anti-surge impact planar emergency gate disclosed in Chinese patent application CN202223198730.6. For exposed planar gates (including planar maintenance gates and planar emergency gates) installed at the inlets of spillways, spillways, spillway gates, and spillway tunnels, a wave-blocking gate (i.e., an upper-layer gate) is added on top of the original planar gate (i.e., the lower-layer gate) to resist landslide surges. Since planar gates are generally used as maintenance gates or emergency gates, the water blocking time is relatively long, sometimes even several months, and the frequency of operation is relatively low. The operation time for each operation is relatively long (more than half an hour), while the arrival time of landslide surges is relatively short, generally a few minutes. Therefore, the probability of exposed planar gates encountering landslide surges during water blocking is relatively high. Water blocking is designed according to landslide surge conditions, and the planar gate is only used when the lower arc gate malfunctions or is under maintenance. The probability of encountering landslide surges during operation is relatively low, so the landslide surge conditions are not considered during operation.

[0018] For combined working gates with an upper flat and lower arc configuration, where the number of gates is ≥2 and the center lines of the orifices are on the same straight line, the horizontal maintenance gate or horizontal emergency gate located on the upstream side shall be operated by a bidirectional gantry crane with a cantilever and slewing hoist downstream.

[0019] The downstream gantry rail of the bidirectional gantry crane is located on the upstream side of the upper flat and lower arc combined working gate, and a moving trolley is installed on the cantilever of the bidirectional gantry crane.

[0020] A gate storage compartment is located on the downstream side of the downstream gantry crane track. A moving trolley is used to operate the upper gate, and the gate storage compartment is used to store the upper gate.

[0021] The combined upper-flat and lower-arc gate system comprises an upper flat gate and a lower arc gate. The upper flat gate is located upstream of the lower arc gate. Two side water seals are symmetrically arranged side-by-side on the upstream surface of the upper flat gate. A bottom water seal assembly is located at the bottom of the upper flat gate. Both ends of the bottom water seal assembly are connected to the two side water seals, and the middle part maintains a sealed contact with the lower arc gate panel. The upper flat gate is normally fixed in the gate slot and does not need to be opened or closed when there is no excessive flood discharge. The flood discharge flow is controlled by opening and closing the lower arc gate using dynamic water flow. According to engineering early warning, before the arrival of an excessive flood discharge, the upper flat gate can be fully extended from the orifice by operating a gate hoist (such as a two-way gantry crane), maintaining the discharge capacity of the spillway and effectively preventing the reservoir from overflowing or breaking due to reduced discharge. The two ends of the bottom water seal assembly are connected to the two side water seals to form a sealing structure and are supported on a maintenance platform.

[0022] The bottom of the upper door is equipped with a curved panel, and a row of vent pipes is installed inside the upper door. The lower end of the vent pipes is connected to the curved panel through a vent, and the upper end extends to the top of the upper door and then connects to the downstream surface of the upper door. The vent pipes inside the upper door are connected to the air on its top and downstream surfaces to eliminate the pressure of the airbag during explosion.

[0023] The upper gate is installed in the gate slot in front of the maintenance platform, and the installation height of the maintenance platform is greater than or equal to the normal water level.

[0024] The cross-sectional shape of the door slot is L-shaped, and the elevation of the bottom sill of the door slot is the same as the elevation of the maintenance platform;

[0025] The upper end of the ventilator features a right-angle or obtuse-angle bend that connects to the downstream side of the upper gate. This right-angle or obtuse-angle bend in the upper part of the ventilator facilitates ventilation without compromising the safety of pedestrians above the upper gate.

[0026] The width B of the opening of the upper door 上平门 = Width L of the spillway structure, Height H of the spillway structure 上平门 =Maximum elevation of swell during uphill climb▽ pmax -Elevation of the maintenance platform▽ j .

[0027] The design head H of the upper level gate under landslide and surge conditions ds =Maximum elevation of swell during uphill climb▽ pmax -Elevation of the maintenance platform▽ j .

[0028] The side water seal is made of a square-headed P-type water seal;

[0029] The bottom water seal assembly includes a bottom water seal and an anti-jet water seal. The bottom water seal is U-shaped and has a rectangular groove at its bottom. The bottom water seal includes a middle water seal section, with side water seal sections at both ends. The end of the side water seal section furthest from the middle water seal section connects to the side water seal. The anti-jet water seal is made of a P-type water seal and is partially inserted into the middle water seal section. The anti-jet water seal and the middle water seal section are connected to the upper gate via fasteners. The side water seal sections are also connected to the upper gate via fasteners. The upper gate has an operating hole near the bottom water seal. The upper gate is normally fixed within the gate slot, and the bottom water seal assembly, which connects to the arc surface of the lower gate, reduces the impact of jets on the top of the gate when encountering landslides and surges during operation, effectively ensuring the structural safety of the lower gate.

[0030] The width B of the lower arc gate 下弧门 = Width L of the spillway structure orifice, Height H of the orifice 下弧门 =Elevation of the maintenance platform▽ j -Elevation of the sill of the lower archway▽ d + Radius r of the head of the anti-jet water seal.

[0031] When the lower arc door is closed, the elevation of the top of its panel is greater than the elevation of the maintenance platform.

[0032] The top of the lower arc door is a closed structure.

[0033] The lower arc gate adopts a multi-arm main beam frame structure with more than three arms. The downstream end of the multi-arm main beam frame structure is hinged to the gate pier, while the upstream end is connected to the gate pier via a central hinged support using a double-cylinder rear-pull hydraulic press. This multi-arm main beam frame structure enhances the gate's structural strength, rigidity, and stability. Furthermore, the entire operation is designed for dynamic water flow, effectively ensuring the structural safety of the lower arc gate under landslide and surge impact conditions, and ensuring that the opening and closing equipment meets the capacity requirements for operation under landslide and surge conditions.

[0034] The distance d from the center of the central hinge support to the center of the downstream gantry crane track is less than or equal to the slewing radius R of the rotary crane.

[0035] The hydraulic pump station of the aforementioned double-cylinder rear-pull hydraulic press is equipped with three motors. During normal operation, two motors are working and one motor is on standby. If one motor fails, the other motor immediately starts operating, maintaining the operating speed of the double-cylinder rear-pull hydraulic press and effectively improving the reliability of its operation.

[0036] When the working gate is a submersible arc-shaped working gate used for water discharge, the elevation of the top of the breast wall is greater than the maximum elevation of the uphill surge. pmaxFor submerged arc-shaped working gates, which are commonly used, both water blocking and operation are designed according to landslide and surge conditions, and the elevation of the top of the breast wall is greater than the maximum elevation of the climbing surge. pmax This can effectively prevent water from overflowing the gate top platform and flowing into the gate well, causing the submerged arc-shaped working gate to bear bidirectional loads and suffer negative pressure damage.

[0037] The gate system also includes a downhole plane maintenance gate, a downhole plane water-blocking gate, and a downhole plane emergency gate, designed for landslide and wave conditions in the water-blocking state but not considering landslide and wave conditions in the operational state. During use, the inlet quick-access gate's operational state does not consider landslide and wave conditions. The downhole plane emergency gate only closes when the downhole arc-shaped working gate malfunctions. This water-closing operation is infrequent, and the probability of encountering a landslide during the water-closing process is very low; therefore, the water-closing operation of the downhole plane emergency gate does not consider landslide and wave conditions. However, during maintenance of the downhole arc-shaped working gate, due to the long maintenance time, the probability of encountering a landslide is higher; therefore, the downhole plane emergency gate is designed based on landslide and wave water levels in the water-blocking state. The downhole surface inspection gate is used as an inspection tunnel, a fast gate, and a gate slot. Since multiple openings share one gate, it is in a water-blocking state for a long time, and the probability of encountering landslides is very high. Therefore, it is designed according to the landslide surge water level when in the water-blocking state. However, since the surface inspection gate operates under the condition of still water opening and closing, the landslide surge condition of the accumulation body is not considered during the opening and closing process.

[0038] The gate system also includes a trash rack, the design of which does not consider landslide surge conditions. For the trash rack, due to its low flow velocity (approximately 1 m / s), while the flow velocity of landslide surges reaching the trash rack inlet is typically much higher, sometimes even exceeding 10 m / s, the weakest part of the trash rack, the bars, is likely to be damaged under high-velocity impact. The trash rack frame may also become unstable and fail. If measures to increase the strength and vibration resistance of the bars are adopted to prevent bar damage, the self-weight of the trash rack would increase too much, and the capacity of the opening and closing equipment would also be very large, resulting in excessive investment, being uneconomical, and affecting flow. Therefore, the trash rack does not consider landslide surge conditions.

[0039] The gate system also includes a diversion tunnel sealing gate, the design of which does not consider landslide surge conditions. For the diversion tunnel sealing gate, since it is located in the lower part of the reservoir area and is a temporary facility, the water level is low during the impoundment period, and the impact of landslides on the deposited body is small, so the landslide surge conditions are not considered.

[0040] The beneficial effects of this invention are as follows:

[0041] (1) The water-blocking state and operation state of the working gate are designed according to the landslide surge condition. For the plane maintenance gate, plane water-blocking gate, plane emergency gate and inlet fast gate, only the water-blocking state is designed according to the landslide surge condition. The selection and layout of its opening and closing equipment are designed according to the normal design water level or water pressure difference operation condition. Corresponding surge resistance design conditions and structural types are adopted for gates with different functions. While meeting the requirements of safe operation of the project, investment is saved.

[0042] (2) For exposed working gates located at the spillway, spill dam, spillway orifice, sluice gate, spillway inlet, etc., the use of a combined upper flat and lower arc working gate structure to resist landslide surge can reduce the size of the lower arc gate.

[0043] (3) A ventilation pipe is installed inside the upper level gate to connect with the air on its top and downstream side to eliminate the pressure of the airbag explosion. The upper part of the ventilation pipe adopts a right-angle or obtuse-angle bend structure, which is conducive to ventilation and does not affect the safety of pedestrians at the top of the upper level gate.

[0044] (4) The lower arc gate adopts a multi-arm main beam frame structure to enhance the structural strength, rigidity and stability of the gate. The entire operation process is designed according to the dynamic water operation, which effectively ensures the structural safety of the arc gate under the impact of landslide surge waves, and the opening and closing equipment meets the opening and closing capacity requirements under the landslide surge wave conditions. In addition, the hydraulic pump station adopts 3 motor technology (two for use and one for standby). When one motor fails, the other motor is immediately put into operation, so that the operating speed of the double-cylinder rear-pull hydraulic press remains unchanged, which effectively improves the reliability of the double-cylinder rear-pull hydraulic press operation.

[0045] (5) The upper gate is normally fixed in the gate slot and its lower part is equipped with a bottom water seal component that connects with the arc surface of the lower gate. This reduces the impact of the jet on the top of the gate when the lower gate encounters landslides and surges during operation, effectively ensuring the structural safety of the lower gate. According to the engineering warning, before the arrival of the flood, the upper gate can be completely pulled out of the orifice by the opening and closing equipment, so that the discharge capacity of the discharge channel remains unchanged, effectively preventing the reservoir from overflowing or breaking due to the reduction of discharge volume.

[0046] (6) For open-top planar gates installed at the locations of spillway, spill dam, spillway orifice, sluice gate, and spillway inlet, a planar wave-blocking gate is added to the top of the original planar gate to resist the surge. The water blocking state is designed according to the landslide surge condition, and the operation state is designed according to the normal water level condition. This can save investment while ensuring the safety of the water discharge channel and working gate under the landslide surge condition.

[0047] (7) For the submerged arc working gate for water discharge, the water blocking and operation are both considered according to the landslide surge conditions, and the elevation of the top of the breast wall is greater than the maximum elevation of the climbing surge, which can effectively prevent the water from overflowing the gate top platform and flowing into the gate well, causing the submerged arc working gate to become unstable and damaged under bidirectional load and negative pressure.

[0048] (8) For the flood discharge downhole plane accident gate, the inlet fast gate, and the downhole plane maintenance gate, the water blocking is designed according to the landslide and surge conditions, and the operation is designed according to the normal water level conditions. While ensuring the structural safety of the gate under the landslide and surge conditions, the opening and closing capacity can be reduced to save investment.

[0049] (9) Because the velocity of the landslide surge is significantly different from the normal velocity, and there is a gate to block the water in the downstream channel, the damage to the trash rack will not have a significant impact on the safety of the project. The landslide surge condition is not considered, which effectively avoids the project investment being too large and affecting the project establishment.

[0050] (10) As for the diversion tunnel blocking gate, since it is located in the lower part of the reservoir area and is a temporary facility, the water level is low during the impoundment period and the impact of the landslide on the accumulation body is small, so the landslide surge condition is not considered.

[0051] (11) For the combined upper and lower arc working gate with a number of ≥2 and the center lines of the orifices on the same straight line, the plane maintenance gate or plane emergency gate set in front of it is operated by a bidirectional gantry crane with cantilever and slewing crane downstream. A gate storage is set up on the gantry crane track downstream of the bidirectional gantry crane to store the upper gate. This realizes that one gantry crane can meet the requirements of opening and closing the plane maintenance gate, the plane emergency gate and the upper gate, as well as facilitating the installation and maintenance of the lower arc gate and its opening and closing equipment. This effectively improves the installation and maintenance efficiency of the metal structure and saves investment.

[0052] (12) The bottom edge of the upper gate adopts a curved structure, which makes the water flow smoothly and well when the water flows through the bottom of the upper gate, effectively reducing the occurrence of airbag explosion and ensuring the safety of the upper gate's own structure.

[0053] (13) The planar emergency gate consists of an upper gate and a lower gate. The lower gate is formed by connecting the upper and lower gate sections through an inter-section filling and pressure device. In the event of an emergency, the lower gate is closed by flowing water and then the upper gate is lowered. The water level at the gate is designed according to the normal water level. In the event of no water, the upper gate is opened and the lower gate is opened by still water. Before opening the gate, the upper gate section of the lower gate is raised to a small opening for inter-section filling and pressure. This achieves the requirements of water blocking in landslide surge conditions and filling and pressure during opening and closing of the gate in the event of an emergency without increasing the capacity and head of the opening and closing equipment, effectively saving project investment.

[0054] (14) The height of the maintenance platform is greater than or equal to the normal water level to prevent water from rushing into the maintenance platform due to wind and waves when the water level is normal, which may affect the safety of pedestrians.

[0055] (15) The top of the lower arc gate adopts a closed structure to effectively prevent water flow from causing cavitation damage to the structure when jets occur through the gaps at the top of the lower arc gate.

[0056] (16) When the double-cylinder rear-pull hydraulic press adopts the middle hinge support, the slewing radius R of the slewing crane is greater than or equal to the distance d from the center of the downstream gantry crane track to the center of the middle hinge support, which meets the requirements of the double-sided gantry crane to install the middle hinge support and the double-cylinder rear-pull hydraulic press, and effectively improves the efficiency of installing the double-cylinder rear-pull hydraulic press. Attached Figure Description

[0057] Figure 1 This is a schematic diagram of the arrangement of Embodiment 1 of the present invention when encountering landslide surge waves in the water-blocking state;

[0058] Figure 2 yes Figure 1 A cross-sectional view along AA;

[0059] Figure 3 yes Figure 1 A cross-sectional view along BB;

[0060] Figure 4 yes Figure 2 A magnified view of the area at point C;

[0061] Figure 5 This is a schematic diagram of the arrangement of the present invention embodiment 1 when encountering a landslide surge during normal water discharge;

[0062] Figure 6 This is a schematic diagram of the planar emergency gate under the stacked gate during water flow and gate closure in Embodiment 1 of the present invention;

[0063] Figure 7 This is a schematic diagram of the planar emergency gate being lowered when the gate is stacked on top of the gate in Embodiment 1 of the present invention;

[0064] Figure 8 This is a schematic diagram of the upper flat and lower arc combined working gate and the double cylinder rear-pull hydraulic press in the maintenance state of the planar emergency gate for blocking water.

[0065] Figure 9 This is a schematic diagram of the first step of the operation of the upper flat and lower arc combined working gate in the state of over-discharge flood in Embodiment 1 of the present invention;

[0066] Figure 10 This is a schematic diagram of step two of the operation of the upper flat and lower arc combined working gate in the state of over-discharge flood in Embodiment 1 of the present invention;

[0067] Figure 11 yes Figure 9 Sectional view along DD;

[0068] Figure 12 yes Figure 10 Sectional view along EE;

[0069] Figure 13 yes Figure 10 A magnified view of the area at point F;

[0070] Figure 14 This is a schematic diagram of the landslide and surge conditions encountered in Embodiment 2 of the present invention when the water is blocked;

[0071] Figure 15 This is a schematic diagram of the landslide and surge conditions encountered in the normal water-blocking state of Embodiment 3 of the present invention;

[0072] Figure 16 This is a schematic diagram of the landslide and surge conditions encountered by the submerged arc gate during high-water level emptying in Embodiment 3 of the present invention;

[0073] Figure 17 This is a schematic diagram of the working condition of the submerged arc gate in the dynamic water-locking operation when the high water level venting of the submerged arc gate fails in Embodiment 3 of the present invention.

[0074] Figure 18 This is a schematic diagram of the working condition of a downhole planar emergency gate encountering a landslide surge in the water-blocking situation in Embodiment 3 of the present invention;

[0075] Figure 19 This is a schematic diagram of the landslide and surge conditions that occur when the primary downhole planar water-blocking gate, the secondary downhole planar water-blocking gate, and the downhole arc-shaped working gate are in water-blocking state according to Embodiment 4 of the present invention.

[0076] Figure 20 This is a schematic diagram of the landslide and surge conditions that occur when the secondary downhole planar water-blocking gate, the downhole planar emergency gate, and the downhole arc-shaped working gate are in the water-blocking state according to Embodiment 4 of the present invention.

[0077] Figure 21 This is a schematic diagram of the landslide and surge conditions that occur during the venting and discharge operation of the downhole arc-shaped working gate in Embodiment 4 of the present invention;

[0078] Figure 22 This is a schematic diagram of the working condition of the downhole plane accident gate when the venting and discharge of the downhole arc working gate fails in Embodiment 4 of the present invention;

[0079] Figure 23 This is a schematic diagram of the working condition of the downhole planar emergency gate for water blocking and maintenance, and the double-cylinder rear-pull hydraulic press in Embodiment 4 of the present invention.

[0080] Figure 24This is a schematic diagram of the landslide and surge condition that occurs when the inlet unit is operating at full capacity during overflow in Embodiment 5 of the present invention;

[0081] Figure 25 This is a schematic diagram of the landslide and surge situation that occurs when the water intake quick gate blocks water in Embodiment 5 of the present invention;

[0082] Figure 26 This is a schematic diagram of a landslide and surge situation that occurs when the water intake maintenance gate is blocking water in Embodiment 5 of the present invention.

[0083] In the diagram: 1-Spillway, 2-Planar emergency gate slot, 3-Working gate slot, 4-Spillway emergency gate, 5-Spillway working gate, 6-Planar emergency gate sill, 7-Upper gate stack, 8-Lower gate stack, 9-Upper gate body, 10-Lower gate body, 11-Inter-section horizontal pressure device, 12-Cantilever, 13-Rotating crane, 14-Bidirectional gantry crane, 15-Moving trolley, 16-Upper gate, 17-Lower arc gate, 18-Side water seal, 19-Bottom water seal assembly, 20-Lower arc gate panel 21-Door slot, 22-Downstream gantry crane track, 23-Door storage, 24-Ventilation pipe, 25-Curved structure, 26-Maintenance platform, 27-Support structure section, 28-Orifice anti-surge impact structure section, 29-Rectangular frame structure, 30-Slider, 31-Rectangular panel, 32-Side column rear flange plate, 33-Side column web plate, 34-Bottom water seal support plate, 35-Bottom main beam rear flange plate, 36-Curved panel, 37-Ventilation port, 38-Obtuous angle turn structure, 39-Bottom water seal, 40- Anti-jet water seal, 42-side water seal section, 43-middle water seal section, 44-through fastener, 45-operating hole, 46-right-angle fold, 47-L-shaped structure, 48-gate slot bottom sill, 49-upstream reverse rail groove surface, 50-side groove surface, 51-downstream main rail groove surface, 52-gate hole, 53-gate pier wall surface, 54-four-arm main crossbeam frame structure, 55-enclosed structure, 56-double-cylinder rear-pull hydraulic press, 57-central hinged support, 58-hydraulic pump station, 59-motor, 60-square head P Type of water seal, 61-Flood discharge tunnel, 62-Submersible plane emergency gate, 63-Submersible arc working gate, 64-Flood discharge tunnel breast wall, 65-Drainage tunnel, 66-Submersible plane water-retaining gate, 67-Drainage tunnel breast wall, 68-Deep drainage tunnel, 69-First-stage submersible plane water-retaining gate, 70-Second-stage submersible plane water-retaining gate, 71-Deep drainage tunnel breast wall, 72-Unit intake, 73-Trash rack, 74-Layered intake gate, 75-Intake maintenance gate, 76-Intake quick gate. Detailed Implementation

[0084] The technical solution of the present invention is further described below, but the scope of protection is not limited to what is described.

[0085] Example 1:

[0086] The following is in conjunction with the appendix Figures 1-13 The present invention will be described in further detail below.

[0087] A hydropower station is equipped with three spillway tunnels 1. At its inlet, three planar emergency gate slots 2 and three working gate slots 3 are arranged in sequence along the water flow direction. The planar emergency gate slots 2 are arranged in a straight line with the center line of the gate slots, and one spillway emergency gate 4 is provided for all three spillway tunnels to share. Each working gate slot 3 is equipped with one spillway working gate 5.

[0088] According to section 4.0.4 of the "Design Code for Steel Gates of Hydropower Projects" (NB35055), landslide surge loads are considered as other rarely occurring loads. The loads borne by the spillway working gate 5 are selected according to a special combination. Both the water-blocking state and the operating state are designed according to the landslide surge condition. For the spillway plane emergency gate 4, the water-blocking state is designed according to the landslide surge condition, and the operating state is designed according to the normal design water level condition. Based on the law of conservation and transformation of energy, the hydrodynamic loads generated by the landslide are superimposed in front of the gate according to the transformed potential energy (water head) to form the highest water head. The structural design and opening and closing force calculation of the spillway working gate 5 are based on the highest water head. The hydrodynamic loads generated by the landslide are superimposed in front of the gate according to the transformed potential energy to form the highest water head. The structural design of the spillway plane emergency gate 4 is based on the highest water head. The opening and closing force and the holding force of the spillway plane emergency gate 4 are calculated according to the normal design water level operating condition.

[0089] Design head Hs of spillway working gate 5 under landslide and surge conditions 工作总 =H hs +Hj max +Hp max ; where H hs The design head for the normal water storage level of the gate, Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0090] Where V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0091] The spillway working gate 5 adopts a combined upper flat and lower arc working gate structure to resist surging waves.

[0092] The height of the spillway emergency gate 4 is slightly greater than the maximum uphill wave height Hp of the landslide surge. max The difference in elevation between the bottom sill of the plane accident gate 6 and the bottom sill.

[0093] The spillway plane emergency gate 4 consists of an upper gate 7 and a lower gate 8. The lower gate 8 is formed by connecting the upper gate body 9 and the lower gate body 10 through the inter-section horizontal pressure device 11.

[0094] In case of an accident, the lower gate 8 is closed by the dynamic water flow of the spillway plane emergency gate 4, and then the upper gate 7 is lowered. The water level of the dynamic water gate is designed according to the normal water storage level. In case of no water, the upper gate 7 is opened, and the lower gate 8 is opened by the static water flow. Before opening the gate, the upper section of the lower gate 8 is raised to a small opening to perform inter-section filling and pressure.

[0095] The spillway level emergency gate 4 is operated by a bidirectional gantry crane 14 with a cantilever 12 and a slewing crane 13 downstream. A moving trolley 15 for operating the upper level gate 16 is installed on the cantilever 12 downstream of the bidirectional gantry crane 14.

[0096] The spillway working gate 5 consists of an upper horizontal gate 16 and a lower arc gate 17.

[0097] The upper flat door 16 is located on the upstream side of the lower arc door 17. Two side water seals 18 are symmetrically arranged side by side on the upstream surface of the upper flat door 16. The bottom water seal assembly 19 is provided at the bottom of the upper flat door 16 and is in sealing contact with the lower arc door panel 20.

[0098] The upper gate 16 is normally fixed in the gate slot 21 and does not need to be opened or closed when there is no excessive flood discharge. The flood discharge flow is controlled by opening and closing the lower arc gate 17 through water movement.

[0099] According to the engineering warning, when an over-discharge flood occurs, the upper gate 16 will first open the lower arc gate 17 to the fully open state. Before the over-discharge flood arrives, the upper gate 16 will be fully pulled out of the orifice by the bidirectional gantry crane 14.

[0100] The downstream gate rail 22 of the bidirectional gate operator 14 is located on the upstream side of the upper gate 16, and a gate storage 23 is provided on the downstream side of the downstream gate rail 22 for storing the upper gate 16.

[0101] A row of ventilation pipes 24 is installed inside the upper flat door 16 to communicate with the air on its top and downstream surface. The bottom edge of the upper flat door 16 adopts a curved surface structure 25.

[0102] The upper door 16 is located in the door slot 21 in front of the maintenance platform 26.

[0103] The height of the maintenance platform 26 is greater than or equal to the normal water level.

[0104] Upper flat door 16-hole width B 上平门 = Width L of the spillway structure orifice, Height H of the orifice 上平门 =Maximum elevation of swell during uphill climb▽ pmax -Elevation of maintenance platform 26▽ j .

[0105] Design head H under the swell condition of Shangpingmen 16 landslide ds =Maximum elevation of swell during uphill climb▽ pmax -Elevation of maintenance platform 26▽ j .

[0106] Lower arc gate 17-hole width B 下弧门 = Width L of the spillway structure orifice, Height H of the orifice 下弧门 =Elevation of maintenance platform 26▽ j -Elevation of the sill of the lower archway 17▽ d +The radius r of the end cap of the anti-jet water seal 40.

[0107] The upper gate 16 is composed of symmetrically arranged support structure sections 27 on both sides and a central opening structure section 28 that resists the impact of surging waves, all welded together.

[0108] The bottom of the supporting structure section 27 is a rectangular frame structure 29, which is supported in the door groove 21 by sliders 30 set on the upstream and downstream sides of the side column.

[0109] The rectangular frame structure 29 is composed of rectangular panels 31, rear flange plates of side columns 32, web plates of side columns 33, bottom water seal support plates 34, and rear flange plates of bottom main beams 35, which are welded together.

[0110] The bottom of the wave-resistant structural section 28 is welded to the rear flange 35 of the bottom main beam to form a closed structure by a curved panel 36.

[0111] The curved panel 36 is provided with a vent 37 that connects to the vent pipe 24.

[0112] The upper part of the vent pipe 24 adopts an obtuse angle bend structure 38.

[0113] The bottom water seal assembly 19 consists of a bottom water seal 39 and a jet-proof water seal 40.

[0114] The bottom water seal 39 consists of two side water seal sections 42 and a middle water seal section 43.

[0115] The upstream side of the side water seal section 42 is connected to the side water seal 18 to form a sealing structure, and is supported on the maintenance platform 26.

[0116] The anti-jet water seal 40 and the middle water seal section 43 are jointly fixed to the rear flange plate 35 of the bottom main beam by fasteners 44, which include bolts, nuts, washers, etc.

[0117] An operating hole 45 is opened on the rear flange plate 35 of the bottom main beam.

[0118] The door slot 21 adopts an L-shaped structure 47 with a right-angle folded edge 46, and the elevation of the bottom sill 48 of the door slot is the same as the elevation of the maintenance platform 26.

[0119] The gate slot 21 consists of an upstream reverse rail slot surface 49, a side slot surface 50, and a downstream main rail slot surface 51.

[0120] The outer edge of the upstream anti-rail groove surface 49 is flush with the gate pier wall surface 53 of the gate hole 52.

[0121] The outer edge of the downstream main rail groove surface 51 is flush with the gate pier wall surface 53 of the maintenance platform 26.

[0122] The lower arc gate 17 adopts a four-arm main crossbeam frame structure 54.

[0123] When the lower arc door panel 20 is in the closed state, the top elevation is greater than the elevation of the maintenance platform 26.

[0124] The top of the lower arc door 17 adopts a closed structure 55.

[0125] The lower arc gate 17 is operated by a double-cylinder rear-pull hydraulic press 56.

[0126] The double-cylinder rear-pull hydraulic press 56 is connected to the gate pier by a central hinged support 57, and the slewing radius R of the rotary crane 13 is greater than or equal to the distance d from the center of the downstream gantry crane track 22 to the center of the central hinged support 57.

[0127] The hydraulic pump station 58 of the double-cylinder rear-pull hydraulic press 56 is equipped with three motors 59. During normal operation, two motors 59 are working and one motor 59 is on standby.

[0128] The side water seals 18 of the upper flat door 16 and the lower arc door 17 adopt square-head P-type water seals 60.

[0129] Example 2:

[0130] The following is in conjunction with the appendix Figure 14 The present invention will be described in further detail below.

[0131] A hydropower station is equipped with a single spillway tunnel 61. At its inlet, one submerged flat emergency gate 62 and one submerged arc-shaped working gate 63 are installed sequentially in the direction of water flow.

[0132] According to section 4.0.4 of the "Design Code for Steel Gates of Hydropower Projects" (NB35055), landslide surge loads are considered as other rarely occurring loads. For the submerged arc-shaped working gate 63 of the spillway, the load is selected according to a special combination, and both the water-blocking and operational states are designed based on landslide surge conditions. For the submerged plane emergency gate 62 of the spillway, the water-blocking state is designed based on landslide surge conditions, and the operational state is designed based on the design flood level conditions. Furthermore, based on the laws of energy conservation and transformation, the landslide production of the accumulated mass is considered... The hydrodynamic load generated is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water head. The structural design and opening and closing force calculation of the flood discharge tunnel submerged arc working gate 63 are based on the highest water head. The hydrodynamic load generated by the landslide of the accumulation body is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water head. The structural design of the flood discharge tunnel submerged plane emergency gate 62 is based on the highest water head. The opening and closing force and holding force of the flood discharge tunnel submerged plane emergency gate 62 are calculated according to the normal design water level operating conditions.

[0133] Design head Hs of the submerged arc-shaped working gate 63 of the spillway under landslide and surge conditions 工作总 =H hs +Hj max +Hp max H hs Design flood level head for the sluice gate, Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0134] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0135] The elevation of the top of the breast wall of the flood discharge tunnel is greater than the maximum elevation of the uphill surge when a landslide occurs due to the check flood level being greater than the check flood level.

[0136] Example 3:

[0137] The following is in conjunction with the appendix Figures 15-18 The present invention will be described in further detail below.

[0138] A hydropower station is equipped with a single venting tunnel 65. At its inlet, one submerged flat water-blocking gate 66, one submerged flat emergency gate 62, and one submerged arc-shaped working gate 63 are installed sequentially in the direction of water flow.

[0139] According to section 4.0.4 of the "Design Code for Steel Gates of Hydropower Projects" (NB35055), landslide surge loads are considered as other rarely occurring loads. For the submerged arc-shaped working gate 63 of the venting tunnel, the load is selected according to a special combination, with both water-blocking and operational states designed based on landslide surge conditions. For the submerged plane emergency gate 62 of the venting tunnel, the water-blocking state is designed based on landslide surge conditions, and the operational state is designed based on the highest water level venting condition. For the submerged plane water-blocking gate 66 of the venting tunnel, the water-blocking state is designed based on landslide surge conditions, and the operational state is designed based on the pressure difference range condition. Furthermore, based on the laws of energy conservation and transformation, the hydrodynamic load generated by the landslide is superimposed in front of the gate as the transformed potential energy (water head). The highest water head is formed, and the structural design and opening / closing force calculation of the underground arc-shaped working gate 63 of the venting tunnel are carried out according to the highest water head. The hydrodynamic load generated by the landslide of the accumulator is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water head. The structural design of the underground plane emergency gate 62 of the venting tunnel is carried out according to the highest water head. The opening / closing force and holding force of the underground plane emergency gate 62 of the venting tunnel are calculated according to the operating condition of the highest water level. The hydrodynamic load generated by the landslide of the accumulator is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water head. The structural design of the underground plane water-retaining gate 66 of the venting tunnel is carried out according to the highest water head. The opening / closing force of the underground plane water-retaining gate 62 of the venting tunnel is designed according to the operating condition of the pressure difference range.

[0140] Design head Hs of the 63 submersible arc-shaped working gate for venting tunnel under landslide and surge conditions 工作总 =H hs +Hj max +Hp max H hs Hj max For landslide surge exceeding the maximum head of the highest venting water level, Hp max This represents the maximum uphill wave height of the landslide surge.

[0141] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0142] Design head Hs of the 62-type vent hole floodgate under landslide surge conditions 工作总 =H hs +Hj max +Hp max H hs Hj max For landslide surge exceeding the maximum head of the highest venting water level, Hp max This represents the maximum uphill wave height of the landslide surge.

[0143] V maxdenoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0144] Design head Hs of the 66-type submersible horizontal water-retaining gate for venting tunnel under landslide and surge conditions 工作总 =H hs +Hj max +Hp max H hs Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0145] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0146] When the top elevation of the 67-meter-high breast wall of the vent cave is greater than the check flood level, the maximum elevation of the uphill surge will occur during a landslide.

[0147] Example 4:

[0148] The following is in conjunction with the appendix Figures 19-23 The present invention will be described in further detail below.

[0149] A hydropower station is equipped with a deep venting tunnel 68. At its inlet, one each of a primary submerged flat water-retaining gate 69, a secondary submerged flat water-retaining gate 70, a submerged flat emergency gate 62, and a submerged arc-shaped working gate 63 are installed in sequence along the water flow direction.

[0150] According to section 4.0.4 of the "Design Code for Steel Gates of Hydropower Projects" (NB35055), landslide surge loads are considered as other rarely occurring loads. For the deep-hole venting tunnel 68, the submerged arc-shaped working gate 63 is selected based on a special combination of loads, with both water-blocking and operational states designed according to landslide surge conditions. For the deep-hole venting tunnel submerged plane emergency gate 62, the water-blocking state is designed according to landslide surge conditions, and the operational state is designed according to the highest water level venting condition. For the first-stage submerged plane water-blocking gate 69 and the second-stage submerged plane water-blocking gate 70 of the deep-hole venting tunnel 68, the water-blocking state is designed according to landslide surge conditions, and the operational state is designed according to the pressure difference range condition. Furthermore, based on the law of conservation and transformation of energy, the hydrodynamic load generated by the landslide is superimposed at the gate as the transformed potential energy (water head) to form the highest water head, and deep-hole venting is then carried out according to the highest water head. The structural design and opening / closing force calculation of the hollow submerged arc-shaped working gate 63 are based on the superposition of the hydrodynamic load generated by the landslide of the accumulated body into the maximum water head in front of the gate. The structural design of the deep venting tunnel 68 submerged plane emergency gate 62 is based on the maximum water head. The opening / closing force and holding force of the deep venting tunnel 68 submerged plane emergency gate 62 are calculated based on the operating condition of the highest water level during venting. The hydrodynamic load generated by the landslide of the accumulated body is superimposed into the maximum water head or the maximum water pressure difference in front of the gate. The structural design of the first-stage submerged plane water-retaining gate 69 and the second-stage submerged plane water-retaining gate 70 of the deep venting tunnel 68 is based on the maximum water head or the maximum water pressure difference. The opening / closing force of the first-stage submerged plane water-retaining gate 69 and the second-stage submerged plane water-retaining gate 70 of the deep venting tunnel 68 is designed based on the operating condition of the flat pressure water level difference range.

[0151] 68 Deep venting tunnel, 68 downhole arc-shaped working gate, 63 Design head Hs under landslide and surge conditions 工作总 =H hs +Hj max +Hp max H hs Hj max For landslide surge exceeding the maximum head of the highest venting water level, Hp max This represents the maximum uphill wave height of the landslide surge.

[0152] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0153] 68 Deep venting tunnel, 62-hole planar emergency gate, 62 Design head Hs under landslide and surge conditions 工作总 =H hs +Hj max +Hp max H hs Hj maxFor landslide surge exceeding the maximum head of the highest venting water level, Hp max This represents the maximum uphill wave height of the landslide surge.

[0154] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0155] 68. Deep venting tunnel, 69. First-stage downhole planar water-retaining gate, 61. Design head Hs under landslide and surge conditions. 工作总 =H hs +Hj max +Hp max or Hs 工作总 =H ycmax +H jmax +H Pmax H hs H is used to check the flood level head of the sluice gate. ycmax Hj represents the maximum water pressure difference under normal water-blocking conditions of the gate. max Hp max This represents the maximum uphill wave height of the landslide surge.

[0156] Deep venting tunnel, 68 secondary downhole planar water-retaining gate, 70 design head Hs under landslide and surge conditions 工作总 =H hs +Hj max +Hp max or Hs 工作总 =H ycmax +H jmax +H Pmax H hs H is used to check the flood level head of the sluice gate. ycmax Hj represents the maximum water pressure difference under normal water-blocking conditions of the gate. max Hp max This represents the maximum uphill wave height of the landslide surge.

[0157] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

[0158] The top elevation of the breast wall 71 of the deep venting tunnel is greater than the maximum elevation of the uphill surge when a landslide occurs due to the check flood level.

[0159] Example 5:

[0160] The following is in conjunction with the appendix Figures 24-26 The present invention will be described in further detail below.

[0161] A trash rack 73, a tiered water intake gate 74, an intake maintenance gate 75, and an intake quick gate 76 are installed sequentially along the water flow direction at the water intake 72 of a hydropower station unit.

[0162] The trash rack 73 does not consider landslide surge conditions. For the others, according to the "Design Code for Steel Gates of Hydropower Projects" (NB35055) 4.0.4, landslide surge loads are considered as other rarely occurring loads. For the layered intake gate 74, the water-blocking state is designed according to the landslide surge condition, and the operating state is designed according to the design water level difference range condition. For the intake maintenance gate 75, the load is selected according to a special combination; the water-blocking state is designed according to the landslide surge condition, and the operating state is designed according to the flat pressure water level difference range condition. For the intake quick gate 76, the load is selected according to a special combination; the water-blocking state is designed according to the landslide surge condition, and the operating state is designed according to the design flood level condition. Furthermore, based on the law of conservation and transformation of energy, the hydrodynamic load generated by the landslide of the accumulation body is considered as a transformation... The potential energy (water head) generated by the landslide is superimposed in front of the gate to form the highest water head. The structure of the intake quick gate 76 is designed according to the highest water head. The opening and closing force and holding force of the intake quick gate 76 are calculated according to the operating conditions of the design flood level. The hydrodynamic load generated by the landslide is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water head. The structure of the intake maintenance gate 75 is designed according to the highest water head. The opening and closing force of the intake maintenance gate 75 is designed according to the operating conditions of the pressure difference range. The hydrodynamic load generated by the landslide is superimposed in front of the gate according to the converted potential energy (water head) to form the highest water pressure difference. The structure of the layered water intake gate 74 is designed according to the highest water pressure difference. The opening and closing force of the layered water intake gate 74 is designed according to the operating conditions of the pressure difference range.

[0163] Design head Hs of stratified intake gate under landslide and surge conditions 工作总 =H ycmax +Hj max +Hp max ; where H ycmax The gate is designed with a water pressure differential, Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0164] Design head Hs of the intake maintenance gate under landslide and surge conditions 工作总 =H hs +Hj max +Hp max ; where H hs Design flood level head for the sluice gate, Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0165] Design head Hs of the intake quick gate under landslide and surge conditions 76 工作总 =H hs +Hj max +Hp max ; where H hs Design flood level head for the sluice gate, Hj max Hp max This represents the maximum uphill wave height of the landslide surge.

[0166] V max denoted as ρ, where ρ is the maximum flow velocity of the landslide surge in front of the sluice gate, and g is the acceleration due to gravity.

Claims

1. A design method for a gate system resistant to landslide surge impact, characterized in that: Includes the following steps: S1. Determine the composition of the gate system, which includes a working gate, a plane maintenance gate, a plane water-blocking gate, a plane emergency gate, and an inlet quick gate (76). S2. Determine the design conditions for each gate, wherein: the water-blocking state and operating state of the working gate are designed according to the landslide and surge conditions; The water-blocking state of the plane maintenance gate, plane water-blocking gate, plane accident gate and inlet quick gate (76) is designed according to the landslide surge condition, and the operating state is designed according to the normal design water level operating condition. S3. Based on the laws of conservation and transformation of energy, the hydrodynamic load generated by the landslide is converted into potential energy. This potential energy is then superimposed in front of the gates to determine the design head of each gate under the landslide surge condition. ; S4. According to the designed head The structural design and opening / closing force calculation of the working gate, the plane maintenance gate, the plane water-blocking gate, the plane emergency gate and the inlet quick gate (76) are carried out.

2. The gate system design method for resisting landslide surge impact as described in claim 1, characterized in that: The opening and closing forces of the plane maintenance gate and the plane water-retaining gate are calculated based on the normal operating conditions of the pressure difference range. The opening and closing forces and holding forces of the plane emergency gate and the inlet quick gate (76) are calculated based on the normal operating conditions of the design water level.

3. The gate system design method for resisting landslide surge impact as described in claim 1, characterized in that: The design head of the working gate, plane maintenance gate, plane water-retaining gate, plane emergency gate and inlet quick gate (76) under landslide surge conditions Calculate according to the following formulas respectively: ； ； in, Design water level and head for the sluice gate. The landslide surge exceeded the maximum head of the still water level. This represents the maximum uphill wave height of the landslide surge. This represents the maximum flow velocity of the landslide surge in front of the sluice gate. It is the acceleration due to gravity; For planar water-retaining gates, the design head Maximum water pressure difference At this time, the maximum water pressure difference under normal water blocking conditions of the gate. Instead of the Perform the calculation.

4. The gate system design method for resisting landslide surge impact as described in claim 1, characterized in that: When the working gate is installed as an exposed working gate in the spillway, spill dam, spillway orifice, sluice gate, or spillway tunnel inlet, a combined upper flat and lower arc working gate structure is adopted.

5. The gate system design method for resisting landslide surge impact as described in claim 4, characterized in that: The upstream side of the combined flat and arc working gate is equipped with a flat maintenance gate or a flat emergency gate. The installation height of the flat maintenance gate and the flat emergency gate should be greater than the maximum uphill wave height of the landslide surge. The difference in elevation between the bottom sill of the plane maintenance gate or the bottom sill of the plane accident gate (6); The planar emergency gate consists of an upper gate (7) and a lower gate (8). The lower gate (8) is an integral part of the upper gate body (9) connected to the lower gate body (10) through the inter-section leveling device (11).

6. The gate system design method for resisting landslide surge impact as described in claim 4, characterized in that: For a combined working gate with an upper flat and lower arc configuration, where the number of gates is ≥2 and the center lines of the orifices are on the same straight line, the horizontal maintenance gate or horizontal emergency gate located on its upstream side is operated by a bidirectional gantry crane (14) with a cantilever (12) and a slewing crane (13) downstream.

7. The gate system design method for resisting landslide surge impact as described in claim 6, characterized in that: The downstream gantry rail (22) of the bidirectional gantry crane (14) is located on the upstream side of the upper flat and lower arc combined working gate, and a moving trolley (15) is provided on the cantilever (12) of the bidirectional gantry crane (14). A gatehouse (23) is provided on the downstream side of the downstream gantry crane track (22).

8. The gate system design method for resisting landslide surge impact as described in claim 4, characterized in that: The combined working gate of the upper flat and lower arc includes an upper flat gate (16) and a lower arc gate (17). The upper flat gate (16) is located on the upstream side of the lower arc gate (17). Two side water seals (18) are symmetrically arranged side by side on the upstream surface of the upper flat gate (16). A bottom water seal assembly (19) is provided at the bottom of the upper flat gate (16). The two ends of the bottom water seal assembly (19) are connected to the two side water seals (18) respectively, and the middle part is in sealed contact with the lower arc gate panel (20).

9. The gate system design method for resisting landslide surge impact as described in claim 8, characterized in that: The bottom of the upper door (16) is provided with a curved panel (36), and a row of vent pipes (24) is provided inside the upper door (16). The lower end of the vent pipe (24) is connected to the curved panel (36) through the vent (37), and the upper end extends to the top of the upper door (16) and is connected to the downstream surface of the upper door (16).

10. The gate system design method for resisting landslide surge impact as described in claim 8, characterized in that: The upper gate (16) is set in the door slot (21) in front of the maintenance platform (26), and the setting height of the maintenance platform (26) is ≥ the normal water level; The cross-sectional shape of the door slot (21) is L-shaped, and the elevation of the bottom sill (48) of the door slot is the same as the elevation of the maintenance platform (26); The upper end of the vent pipe (24) is connected to the downstream surface of the upper flat door (16) by a right-angle or obtuse-angle bend structure (38).

11. The gate system design method for resisting landslide surge impact as described in claim 10, characterized in that: The width of the opening of the upper door (16) B 上平门 = Width of the spillway structure L Orifice height H 上平门 =Maximum elevation of uphill surge▽ pmax -Elevation of the maintenance platform (26)▽ j .

12. The gate system design method for resisting landslide surge impact as described in claim 10, characterized in that: The design head of the upper level gate (16) under landslide surge conditions H ds =Maximum elevation of uphill surge▽ pmax -Elevation of the maintenance platform (26)▽ j .

13. The gate system design method for resisting landslide surge impact as described in claim 10, characterized in that: The side water seal (18) is made of a square-head P-type water seal (60); The bottom water seal assembly (19) includes a bottom water seal (39) and an anti-jet water seal (40). The bottom water seal (39) is U-shaped and has a rectangular groove at its bottom. The bottom water seal (39) includes a middle water seal section (43). Both ends of the middle water seal section (43) are provided with side water seal sections (42). The end of the side water seal section (42) away from the middle water seal section (43) is connected to the side water seal (18). The anti-jet water seal (40) is made of a P-type water seal. The anti-jet water seal (40) is partially inserted into the middle water seal section (43). The anti-jet water seal (40) and the middle water seal section (43) are connected to the upper level gate (16) together by fasteners (44). The side water seal section (42) is connected to the upper level gate (16) by fasteners (44). An operating hole (45) is provided on the upper level gate (16) near the bottom water seal (39).

14. The gate system design method for resisting landslide surge impact as described in claim 13, characterized in that: The width of the opening of the lower arc gate (17) B 下弧门 =Width of the spillway structure opening L Orifice height H 下弧门 =Elevation of maintenance platform (26)▽ j -Elevation of the sill of the lower archway (17)▽ d +Ejector water seal (40) head radius r .

15. The gate system design method for resisting landslide surge impact as described in claim 10, characterized in that: When the lower arc door (17) is in the closed state, the elevation of the top of its panel is greater than the elevation of the maintenance platform (26).

16. The gate system design method for resisting landslide surge impact as described in claim 8, characterized in that: The top of the lower arc gate (17) is a closed structure (55).

17. The gate system design method for resisting landslide surge impact as described in claim 8, characterized in that: The lower arc gate (17) adopts a multi-arm main beam frame structure. The number of arms in the multi-arm main beam frame structure is greater than 3. The downstream end of the multi-arm main beam frame structure is hinged to the gate pier, and the upstream end is connected to the gate pier through the middle hinge support (57) of the double-cylinder rear-pull hydraulic press (56).

18. The gate system design method for resisting landslide surge impact as described in claim 17, characterized in that: The distance from the center of the central hinged support (57) to the center of the downstream gantry crane track (22) d≤ The slewing radius of the slewing crane (13) R .

19. The gate system design method for resisting landslide surge impact as described in claim 17, characterized in that: The hydraulic pump station (58) of the double-cylinder rear-pull hydraulic press (56) is equipped with three motors (59). During normal operation, two motors (59) are working and one motor (59) is on standby.

20. The design method for a gate system resistant to landslide surge impact as described in claim 1, characterized in that: When the working gate is a submersible arc-shaped working gate (63) used for water discharge, the elevation of the top of the breast wall is greater than the maximum elevation of the uphill surge. pmax .

21. The gate system design method for resisting landslide surge impact as described in claim 20, characterized in that: The gate system also includes a downhole plane maintenance gate, a downhole plane water-blocking gate (66), and a downhole plane accident gate (62), which are designed for water blocking in the case of landslide and surge conditions and are not designed for landslide and surge conditions in the case of operation.

22. The gate system design method for resisting landslide surge impact as described in claim 1, characterized in that: The gate system also includes a trash rack (73), which is designed without considering landslide surge conditions.

23. The gate system design method for resisting landslide surge impact as described in claim 1, characterized in that: The gate system also includes a diversion tunnel sealing gate, the design of which does not take into account landslide and surge conditions.

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