Reservoir bank collapse protection structure

Abstract

The application provides a reservoir bank collapse protection structure, belonging to the technical field of hydraulic engineering, which comprises a water bank foundation pile assembly and a digging and brushing self-sinking assembly. The overall wind and wave resistance of the truss is improved, the elevation device cooperates with the outermost row of ropes of the wave resistance truss to reduce the risk of shaking and separation of the wave resistance truss, the wave resistance truss cooperates with the pile foundation structure to protect the surrounding bank collapse from water wave erosion and reduce the further collapse of the bank collapse caused by digging and brushing erosion. The numbers on the elevation device can clearly show the current settlement depth of the wave resistance truss, the linear model of the bank slope contour, the precise analysis and judgment of the current loess layer bank collapse area soil loss condition, the targeted engineering reconstruction of the local risk area large loess bank collapse, the precast installation of the wave resistance truss cable to reduce the installation cost of the pile foundation construction, the self-sinking to adapt to the change of the bank slope water erosion, the short construction period of the protection project, and the low maintenance cost of the reservoir.

Description

Technical Field

[0001] This application relates to the field of water conservancy engineering technology, and more specifically, to reservoir bank protection structures. Background Technology

[0002] The collapse of the reservoir bank is mainly caused by the characteristics of the aeolian loess layer within the reservoir area. Due to its porous physical properties, the soil within the reservoir's water level fluctuation range will become saturated due to saturation, resulting in a significant decrease in shear strength. Combined with periodic water level rises and falls and wave action, the bank slope is eroded, transported, and deformed, leading to bank collapse. After the reservoir is filled, the saturated loess layer subsides, causing overall instability. If not addressed promptly or effectively, this can lead to significant encroachment on the reservoir area and impact on key structures. Engineering measures such as blocking and unloading are necessary. For the area adjacent to the dam, it is recommended to use engineering treatments such as waste disposal and footing to reduce the risk of further bank collapse.

[0003] However, due to the low construction costs in remote reservoir areas, it is difficult to carry out large-scale engineering modifications to the loess slopes. In addition, the range of water level fluctuations in the reservoir area and the unstable characteristics of the loess layer lead to loess bank erosion, and some common basic slope protection structures are easily destabilized and destroyed after long-term use, increasing the maintenance costs of the reservoir area. Summary of the Invention

[0004] This application aims to address at least one of the technical problems existing in the prior art. To this end, this application proposes a reservoir bank collapse protection structure, which is buried near the collapsed bank. The structure is quickly installed through assembly, and the foundation is reconstructed through self-settlement. The structure is also used to quickly assemble barriers to isolate water waves at the collapsed bank, and the protective reconstruction is completed through self-settlement.

[0005] This application is implemented as follows:

[0006] This application provides a reservoir bank collapse protection structure including a bank foundation pile assembly and a self-sinking scour assembly.

[0007] The shoreline foundation pile assembly includes anti-pipe piles, settlement trusses, revetment trusses, and connecting trusses. The settlement trusses are slidably fitted onto the surface of the anti-pipe piles. The revetment trusses and the connecting trusses are both overlapped on the settlement trusses. The connecting trusses are arranged between the revetment trusses. The scour self-sinking assembly includes ropes, wave-damping trusses, and elevation gauges. The ropes are evenly arranged between the revetment trusses. The wave-damping trusses slide sequentially through the ropes. The elevation gauges are arranged on the wave-damping trusses and are snapped onto the ropes.

[0008] In one embodiment of this application, a settlement sleeve is provided inside the settlement truss, and the settlement sleeve slides and fits onto the surface of the anti-pipe pile. The boulders and pebbles filled inside the settlement truss will automatically sink and fill the corresponding foundation settlement and slope erosion.

[0009] In one embodiment of this application, the settlement truss is provided with lugs evenly distributed, the connecting truss overlaps on the lugs, the settlement truss is provided with supports evenly distributed, and the revetment truss overlaps on the supports.

[0010] In one embodiment of this application, a core-stabilizing seat is provided on the connecting truss, a screw is provided inside the core-stabilizing seat, a handwheel is provided at one end of the screw, and a stop block is provided at the other end of the screw, with the stop block facing the surface of the anti-pipe pile.

[0011] In one embodiment of this application, the revetment truss is uniformly provided with balance hooks, and the revetment truss is uniformly provided with reflective strips.

[0012] In one embodiment of this application, a waterproof cover plate is provided on the connecting truss, and the waterproof cover plate faces the settlement truss and the anti-pipe pile.

[0013] In one embodiment of this application, tension seats are evenly arranged on the revetment truss, both ends of the rope pass through the tension seats, and a tension nut is provided at one end of the rope, which is attached to the surface of the tension seat.

[0014] In one embodiment of this application, the bottom of the wave-damping truss is provided with settlement pins.

[0015] In one embodiment of this application, a synchronization bar is provided through the upper end of the elevation gauge.

[0016] In one embodiment of this application, the elevation gauge has a slot that engages with the rope.

[0017] In one embodiment of this application, the reservoir bank collapse protection structure further includes an early warning and protection component.

[0018] The early warning and protection components include pressure sensors, loop thermometers, and protective netting. The pressure sensors are evenly distributed on the revetment trusses, the loop thermometers are evenly distributed inside the revetment trusses, and the protective netting is distributed between the revetment trusses.

[0019] In one embodiment of this application, a water inlet is provided at the bottom of the revetment truss, and a pipe support frame is provided inside the revetment truss, with the ring pipe thermometer passing through the pipe support frame.

[0020] In one embodiment of this application, anchor seats are evenly arranged on the revetment truss, the periphery of the protective net extends through the anchor seats, and anchor nuts are provided on the periphery of the protective net, with the anchor nuts fitting against the surface of the anchor seats.

[0021] The beneficial effects of this application are as follows: The reservoir bank collapse protection structure designed in this application, when in use, involves driving anti-pipe piles into the waterfront area at a certain distance from the collapsed bank, according to the actual contour of the collapsed bank. The lower end of the anti-pipe pile is driven into the sliding bed to a certain depth, and the spacing between adjacent anti-pipe piles corresponds to the length of the ropes. A crane lifts the support structure composed of the settlement truss, bank protection truss, and connecting truss. The anti-pipe piles are slidably connected to the settlement sleeve. The bottom of the settlement truss is supported by gravity, and the upper end of the anti-pipe pile penetrates between the connecting trusses. By rotating the screw with a handwheel, the abutment block presses against the surface of the anti-pipe pile, adjusting the horizontal and verticality of the sliding support structure, thus completing the rapid positioning of the foundation pile support structure. The prefabricated component installation work is minimal, the reservoir ecology is well preserved, the slope protection project has a short construction period, and significant project cost savings are achieved.

[0022] A conveyor system is used to feed boulders and pebbles from the reservoir area into the openings between the revetment trusses and connecting trusses, filling the gaps between the settlement trusses and the underwater ground. During periodic water level rises and falls, and wave action causes erosion and transport of the bank slope, the anti-pipe piles maintain the foundation's support and fixation. The support structure, composed of the settlement trusses, revetment trusses, and connecting trusses, automatically settles due to gravity to adapt to the erosion of the foundation by the bank slope. The height of the anti-pipe piles exposed on the settlement sleeves is used to analyze and determine the current settlement height of the loess layer in the collapsed bank area. The loss height of the boulders and pebbles within the settlement trusses is used to analyze and determine the scale of loess loss in the current collapsed bank area. Targeted engineering modifications are then carried out in areas with significant loess collapse, saving reservoir maintenance costs, reducing instability and damage to the foundation slope structure caused by long-term use, and minimizing the risk of erosion and transport of the loess bank.

[0023] The two ends of the ropes are supported by adjacent foundation piles. The tension of the ropes is adjusted by rotating the tension nuts at both ends. Each set of ropes consists of two ropes, which are used to attach the wave-damping truss through the gap between adjacent ropes. The lower end of the wave-damping truss has settlement pins that are inserted into the seabed to facilitate support and anchoring. The ropes limit the movement of the wave-damping truss and provide wave support. Synchronization strips connect the upper ends of the wave-damping truss together to improve its overall wind and wave resistance. The elevation gauge is used to attach the wave-damping truss to the outermost rope to reduce the risk of the wave-damping truss swaying and falling off. The wave-damping truss, together with the aforementioned pile foundation structure, provides wave erosion protection around the collapsed bank, reducing further collapse caused by erosion.

[0024] The elevation gauge clearly displays the current settlement depth of the wave-damping truss, constructs a linear model of the bank slope profile, and, in conjunction with the aforementioned settlement structure, accurately analyzes and judges the current soil and water loss situation in the loess bank collapse area. Targeted engineering modifications are then carried out in areas with significant localized risk of loess bank collapse. The prefabricated installation of the wave-damping truss ropes reduces the installation cost of pile foundation construction. Self-settlement adapts to changes in bank slope erosion, resulting in a short construction period for the slope protection project and low reservoir maintenance costs. Attached Figure Description

[0025] To more clearly illustrate the technical solutions of the embodiments of this application, the drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this application and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained from these drawings without creative effort.

[0026] Figure 1 This is a three-dimensional structural diagram of the reservoir bank collapse protection structure provided in the embodiments of this application;

[0027] Figure 2 A three-dimensional structural diagram of the waterfront foundation pile component provided for the embodiments of this application;

[0028] Figure 3 A three-dimensional structural diagram of the waterfront foundation pile component provided for the embodiments of this application;

[0029] Figure 4 A three-dimensional structural diagram of the self-sinking component provided in the embodiments of this application;

[0030] Figure 5 A three-dimensional structural diagram of the early warning and protection component provided in the embodiments of this application;

[0031] Figure 6 A schematic diagram of the tensioning seat and anchoring seat structure provided for the embodiments of this application.

[0032] In the diagram: 100-Waterfront foundation pile assembly; 110-Anti-pipe pile; 120-Settlement truss; 121-Settlement sleeve; 122-Ear seat; 123-Support; 130-Reveal truss; 131-Balancing hook; 132-Reflective strip; 133-Tensioning seat; 134-Water injection port; 135-Pipe support; 136-Anchor seat; 140-Connecting truss; 141-Core fixing seat; 142-Screw rod; 14 3-Handwheel; 144-Abutment block; 145-Waterproof cover plate; 300-Self-sinking component; 310-Rope arrangement; 311-Tension nut; 320-Wave-damping truss; 321-Settling pin; 330-Elevation gauge; 331-Synchronization bar; 332-Slot; 500-Early warning and protection component; 510-Pressure sensor; 520-Ring tube thermometer; 530-Protective fence; 531-Anchor nut. Detailed Implementation

[0033] The technical solutions in the embodiments of this application will now be described with reference to the accompanying drawings.

[0034] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this application, not all of them. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0035] Example

[0036] like Figures 1-6 As shown, the reservoir bank collapse protection structure according to an embodiment of this application includes a water-bank foundation pile assembly 100, a scouring and self-sinking assembly 300, and an early warning and protection assembly 500. The scouring and self-sinking assembly 300 is installed between the water-bank foundation pile assemblies 100, and the early warning and protection assembly 500 is installed around the water-bank foundation pile assemblies 100. The water-bank foundation pile assemblies 100 are buried near the collapsed water-bank, and are quickly installed through an assembly structure while completing foundation reconstruction through self-sinking; the scouring and self-sinking assembly 300 isolates water waves at the collapsed bank by quickly assembling a barrier plate, and completes protective reconstruction through self-sinking; the early warning and protection assembly 500 provides early warning of bank collapse based on water level, water wave pressure, and reservoir temperature, and intercepts and dissipates the energy of the collapsed soil through a barrier net, forming a natural slope reservoir bank.

[0037] like Figures 2-6 As shown, due to the low construction cost of reservoirs in remote areas, it is difficult to carry out large-scale engineering modifications to loess slopes. Faced with the wide range of water level fluctuations in the reservoir area and the unstable characteristics of the loess layer, leading to loess bank erosion and collapse, some common basic slope protection structures are easily destabilized and damaged after long-term use, increasing the maintenance costs of the reservoir area.

[0038] Based on the characteristics of the loess layers on both sides of the reservoir, the physical and mechanical properties, seepage deformation, frost heave, and distribution patterns of the loess layers in plane and profile are analyzed, and treatment measures are proposed. Combined with the collapse and soil budget, the impact of water storage and bank collapse on the project is evaluated.

[0039] The shoreline foundation pile assembly 100 includes anti-pipe piles 110, settlement trusses 120, revetment trusses 130, and connecting trusses 140. The settlement truss 120 is slidably fitted onto the surface of the anti-pipe piles 110. A settlement sleeve 121 is installed inside the settlement truss 120 and welded to it. The settlement sleeve 121 slidably fits onto the surface of the anti-pipe piles 110 for foundation positioning. The boulders and pebbles filling the settlement truss 120 will automatically sink to fill the corresponding foundation settlement and slope erosion. The revetment truss 130 and connecting trusses 140 are both overlapped on the settlement truss 120. Lugs 122 are evenly distributed on the settlement truss 120 and welded to it. The connecting truss 140 overlaps on the lugs 122 and is pin-connected to them. Supports 123 are evenly distributed on the settlement truss 120, and the supports 123 are welded to the settlement truss 120. The revetment truss 130 overlaps the supports 123 and is bolted to the supports 123. Connecting trusses 140 are arranged between the revetment trusses 130 and are bolted to the revetment trusses 130.

[0040] The connecting truss 140 is equipped with a centering seat 141, which is welded to the connecting truss 140. A screw 142 is installed inside the centering seat 141, and the screw 142 is threadedly connected to the centering seat 141. A handwheel 143 is installed at one end of the screw 142, and the screw 142 is keyed to the handwheel 143. A stop block 144 is installed at the other end of the screw 142, and the stop block 144 is welded to the screw 142. The stop block 144 faces the surface of the anti-pipe pile 110, and is used to position and align the sliding pile structure composed of the settlement truss 120, the revetment truss 130, and the connecting truss 140. Balance hooks 131 are evenly distributed on the revetment truss 130 and are bolted to the revetment truss 130. Reflective strips 132 are evenly distributed on the revetment truss 130 and are bolted to the revetment truss 130. A waterproof cover plate 145 is installed on the connecting truss 140, and the waterproof cover plate 145 is bolted to the connecting truss 140. The waterproof cover plate 145 faces the settlement truss 120 and the anti-pipe pile 110.

[0041] The self-sinking assembly 300 includes ropes 310, wave-damping trusses 320, and elevation gauges 330. The ropes 310 are evenly distributed between the revetment trusses 130. Specifically, the ropes 310 are stainless steel cables, with lengths corresponding to the spacing between adjacent anti-pipe piles 110. Tensioning seats 133 are evenly distributed on the revetment trusses 130 and are bolted to them. Both ends of the ropes 310 pass through the tensioning seats 133, and a tensioning nut 311 is attached to one end of each rope. The tensioning nut 311 is screwed onto the rope and fits against the surface of the tensioning seat 133, allowing adjustment of the tension of the ropes 310 between the corresponding tensioning seats 133 to accommodate the thermal expansion and contraction of the stainless steel cables due to seasonal changes. The wave-damping trusses 320 slide sequentially between the ropes 310, facilitating rapid installation and positioning. The wave-damping truss 320 is equipped with settlement pins 321 at its bottom for easy underwater anchoring. An elevation gauge 330 is mounted on the wave-damping truss 320 and welded to it. The elevation gauge 330 is snapped onto the guide rope 310.

[0042] The elevation gauge 330 has a slot 332 that engages with the rope 310, facilitating the rapid installation of the wave-damping truss 320. A synchronization bar 331 runs through the upper end of the elevation gauge 330, connecting the wave-damping trusses 320 in series to increase their overall wind and wave resistance.

[0043] Based on the actual contours of the collapsed bank in the reservoir area, anti-pipe piles 110 are driven into the waterfront area at a certain distance from the collapsed bank using a pile driver. The lower end of the anti-pipe pile 110 is driven into the sliding bed to a certain depth, and the spacing between adjacent anti-pipe piles 110 corresponds to the length of the rope 310. A crane lifts the support structure composed of the settlement truss 120, the revetment truss 130, and the connecting truss 140. The anti-pipe piles 110 are slidably connected to the settlement sleeve 121. The bottom of the settlement truss 120 touches the ground for support under gravity, and the upper end of the anti-pipe pile 110 passes through the connecting truss 140. By rotating the screw 142 with the handwheel 143, the abutment block 144 presses against the surface of the anti-pipe pile 110, adjusting the horizontal and verticality of the sliding support structure, and completing the rapid positioning of the foundation pile support structure. The prefabricated component installation work is small, the reservoir ecology is well preserved, the slope protection project has a short construction period, and significant savings in project costs.

[0044] The conveyor feeds boulders and pebbles in the reservoir area into the opening between the revetment truss 130 and the connecting truss 140, filling the gap between the settlement truss 120 and the underwater ground. When the water level rises and falls periodically and waves cause the bank slope to be eroded and transported, the anti-pipe piles 110 maintain the foundation's support and fixation. The support structure composed of the settlement truss 120, the revetment truss 130, and the connecting truss 140 automatically settles due to gravity to adapt to the erosion of the foundation by the bank slope. The height of the anti-pipe piles 110 exposed on the settlement sleeve 121 is used to analyze and determine the settlement height of the loess layer in the current collapsed bank area. The loss height of the boulders and pebbles in the settlement truss 120 is used to analyze and determine the scale of loess loss in the current collapsed bank area. Targeted engineering modifications can be carried out in areas with larger loess collapses, saving reservoir maintenance costs, reducing instability and damage caused by long-term use of the foundation slope protection structure, and reducing the risk of loess collapses being eroded and transported.

[0045] The ends of the rope 310 are supported by adjacent foundation piles. The tension of the rope 310 is adjusted by rotating the tension nuts 311 at both ends. A set of ropes 310 consists of two ropes, which are used to attach the wave-damping truss 320 to the ground. The lower end of the wave-damping truss 320 has settlement pins 321 inserted into the underwater surface to facilitate support and anchoring. The function of the ropes 310 is to support the wave-damping truss 320. 0 is used to limit the movement and provide wave support for the wave-damping truss 320. Synchronization strips 331 connect the upper ends of the wave-damping truss 320 together to improve the overall wind and wave resistance of the wave-damping truss 320. The elevation device 330 works with the wave-damping truss 320 to attach to the outermost rope 310 to reduce the risk of the wave-damping truss 320 swaying and falling off. The wave-damping truss 320, together with the above-mentioned pile foundation structure, provides wave erosion protection for the surrounding area of ​​the collapsed bank and reduces further collapse caused by erosion of the collapsed bank.

[0046] The numbers on the elevation gauge 330 clearly show the current settlement depth of the wave-damping truss 320, constructing a linear model of the bank slope profile. Combined with the aforementioned settlement structure, it allows for precise analysis and judgment of the current soil and water loss situation in the loess bank collapse area. Targeted engineering modifications can be carried out in areas with significant local risk of loess bank collapse. The prefabricated installation of the wave-damping truss 320 with cable anchoring reduces the installation cost of pile foundation construction. Self-settling adapts to changes in bank slope erosion, resulting in a short construction period for the slope protection project and low reservoir maintenance costs.

[0047] The early warning and protection component 500 includes pressure sensors 510, loop thermometers 520, and protective netting 530. Pressure sensors 510 are evenly distributed on the revetment truss 130 and are bolted to it, specifically monitoring the reservoir's wave pressure, collapse-side water pressure, and water level. Loop thermometers 520 are evenly distributed within the revetment truss 130, and a water inlet 134 is provided at the bottom of the revetment truss 130 to ensure the water level inside the revetment truss 130 matches the external water level. Pipe supports 135 are installed within the revetment truss 130 and welded to it. The loop thermometers 520 penetrate the pipe supports 135, increasing the temperature sensing area and improving the accuracy of water temperature measurement. Protective netting 530 is installed between the revetment trusses 130 to protect against bank collapses and landslides. Anchor seats 136 are evenly distributed on the revetment truss 130, and the anchor seats 136 are bolted to the revetment truss 130. The protective net 530 extends through the anchor seats 136 around its perimeter, and anchor nuts 531 are provided around the protective net 530. The anchor nuts 531 fit against the surface of the anchor seats 136, which facilitates the quick installation of the protective net 530.

[0048] Due to the porous physical characteristics of loess, the soil within the reservoir's water level fluctuation range will become saturated due to waterlogging, significantly reducing its shear strength. Coupled with the periodic rise and fall of the water level, loess bank collapses are highly likely. Typically, excavation and modification of the soil above the collapsed loess bank are necessary to reduce the risk of gravity-induced collapse. By using foundation piles and a protective netting 530 to intercept and dissipate energy from the collapsed loess, the netting 530 intercepts most of the rock and soil, while some loess decomposes upon contact with water and slides through the netting towards the wave-damping truss 320, thus reforming a natural slope and reducing excavation and modification work, as well as reservoir maintenance costs. Pressure sensors 510 on one side of the reservoir detect the water wave pressure and water level, providing timely warnings of the risk of bank erosion. The pressure sensors 510 on the side of the collapsed bank also monitor water pressure changes caused by the loess bank collapse, allowing for monitoring of the bank's growth and development. The 520 built-in loop thermometer monitors water temperature changes in the reservoir area to analyze the impact of frost heave on loess bank collapse. The device has a simple overall structure, is easy to install and replace, requires minimal engineering work, and is inexpensive, making it suitable for bank collapse protection around reservoirs with abundant loess layers.

[0049] Specifically, the working principle of this reservoir bank collapse protection structure is as follows: Based on the actual contour of the collapsed bank in the reservoir area, a pile driver is used to drive anti-pipe piles 110 into the waterfront area at a certain distance from the collapsed bank, with the lower end of the anti-pipe piles 110 driven into the sliding bed to a certain depth. The spacing between adjacent anti-pipe piles 110 corresponds to the length of the rope 310. A crane lifts the support structure composed of the settlement truss 120, the bank protection truss 130, and the connecting truss 140. The anti-pipe piles 110 are slidably connected to the settlement sleeve 121. The bottom of the settlement truss 120 touches the ground for support under gravity, and the upper end of the anti-pipe piles 110 passes through the connecting truss 140. By rotating the screw 142 through the handwheel 143, the abutment block 144 presses against the surface of the anti-pipe piles 110, adjusting the horizontal and verticality of the sliding support structure, and completing the rapid positioning of the pile support structure. The prefabricated component installation work is small, the reservoir ecology is well preserved, the slope protection project has a short construction period, and significant savings in project costs.

[0050] The conveyor feeds boulders and pebbles in the reservoir area into the opening between the revetment truss 130 and the connecting truss 140, filling the gap between the settlement truss 120 and the underwater ground. When the water level rises and falls periodically and waves cause the bank slope to be eroded and transported, the anti-pipe piles 110 maintain the foundation's support and fixation. The support structure composed of the settlement truss 120, the revetment truss 130, and the connecting truss 140 automatically settles due to gravity to adapt to the erosion of the foundation by the bank slope. The height of the anti-pipe piles 110 exposed on the settlement sleeve 121 is used to analyze and determine the settlement height of the loess layer in the current collapsed bank area. The loss height of the boulders and pebbles in the settlement truss 120 is used to analyze and determine the scale of loess loss in the current collapsed bank area. Targeted engineering modifications can be carried out in areas with larger loess collapses, saving reservoir maintenance costs, reducing instability and damage caused by long-term use of the foundation slope protection structure, and reducing the risk of loess collapses being eroded and transported.

[0051] Furthermore, the ends of the rope 310 are supported by adjacent foundation piles. The tension of the rope 310 is adjusted by rotating the tension nuts 311 at both ends. Each set of ropes 310 consists of two ropes, which are used to attach and install the wave-damping truss 320 through the gap between adjacent ropes 310. The lower end of the wave-damping truss 320 has settlement pins 321 inserted into the underwater surface to facilitate support and anchoring. The function of the ropes 310 is to support the wave-damping truss. 320 is used for limiting and wave support for the wave-damping truss 320. Synchronization strip 331 connects the upper end of the wave-damping truss 320 together to improve the overall wind and wave resistance of the wave-damping truss 320. The elevation device 330 works with the wave-damping truss 320 to attach to the outermost rope 310 to reduce the risk of the wave-damping truss 320 swaying and falling off. The wave-damping truss 320, together with the above-mentioned pile foundation structure, protects the surrounding area of ​​the collapsed bank from water wave erosion and reduces further collapse caused by erosion of the collapsed bank.

[0052] The numbers on the elevation gauge 330 clearly show the current settlement depth of the wave-damping truss 320, constructing a linear model of the bank slope profile. Combined with the aforementioned settlement structure, it allows for precise analysis and judgment of the current soil and water loss situation in the loess bank collapse area. Targeted engineering modifications can be carried out in areas with significant local risk of loess bank collapse. The prefabricated installation of the wave-damping truss 320 with cable anchoring reduces the installation cost of pile foundation construction. Self-settling adapts to changes in bank slope erosion, resulting in a short construction period for the slope protection project and low reservoir maintenance costs.

[0053] Furthermore, due to the porous physical characteristics of loess, the soil within the reservoir's water level fluctuation range will become saturated due to waterlogging, significantly reducing its shear strength. Coupled with the periodic rise and fall of water levels, loess bank collapses are highly likely. Typically, excavation and modification of the soil above the collapsed loess bank are necessary to reduce the risk of gravity-induced collapse. By using foundation piles and a protective netting 530 to intercept and release energy from the collapsed loess, the netting 530 intercepts most of the rock and soil, while some loess decomposes upon contact with water and slides through the netting towards the wave-damping truss 320, thus reforming a natural slope and reducing excavation and modification work, thereby lowering reservoir maintenance costs. Pressure sensors 510 on one side of the reservoir detect water wave pressure and water level height, providing timely warnings of the risk of bank erosion. Pressure sensors 510 on the side of the collapsed bank also detect water pressure changes caused by the loess bank collapse, monitoring its development and progression. The 520 built-in loop thermometer monitors water temperature changes in the reservoir area to analyze the impact of frost heave on loess bank collapse. The device has a simple overall structure, is easy to install and replace, requires minimal engineering work, and is inexpensive, making it suitable for bank collapse protection around reservoirs with abundant loess layers.

[0054] It should be noted that the specific model and specifications of the pressure sensor 510 and the loop thermometer 520 need to be selected and determined according to the actual specifications of the device. The specific selection calculation method adopts the existing technology in this field, so it will not be described in detail.

[0055] The power supply and operating principle of the pressure sensor 510 and the loop thermometer 520 are clear to those skilled in the art and will not be described in detail here.

[0056] The above are merely embodiments of this application and are not intended to limit the scope of protection of this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of protection of this application. It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures.

Claims

1. A reservoir bank revetment structure, characterized in that, include A shore-side pile assembly (100) includes anti-pipe piles (110), a settlement truss (120), a revetment truss (130), and a connecting truss (140). The settlement truss (120) is slidably sleeved on the surface of the anti-pipe piles (110). The revetment truss (130) and the connecting truss (140) are both overlapped on the settlement truss (120). The connecting truss (140) is disposed on the revetment truss (130). Between 0), the revetment truss (130) is uniformly provided with balance hooks (131), the revetment truss (130) is uniformly provided with reflective strips (132), the revetment truss (130) is uniformly provided with tension seats (133), the two ends of the rope (310) pass through the tension seat (133), one end of the rope (310) is provided with a tension nut (311), and the tension nut (311) is attached to the surface of the tension seat (133); A self-sinking scourging assembly (300) includes ropes (310), a wave-damping truss (320), and an elevation gauge (330). The ropes (310) are evenly arranged between the revetment trusses (130). The wave-damping truss (320) slides through the ropes (310) in sequence. The elevation gauge (330) is set on the wave-damping truss (320) and is snapped onto the ropes (310). A warning and protection assembly (500) includes a pressure sensor (510), a ring tube thermometer (520), and a protective net (530). The pressure sensor (510) is evenly arranged on the revetment truss (130) and is bolted to the revetment truss (130). A ring-shaped thermometer (520) is evenly arranged inside the revetment truss (130). A water inlet (134) is opened at the bottom of the revetment truss (130). A pipe support frame (135) is set inside the revetment truss (130). The pipe support frame (135) is welded to the revetment truss (130). The ring-shaped thermometer (520) passes through the pipe support frame (135). A protective net (530) is set between the revetment trusses (130). Anchor seats (136) are evenly arranged on the revetment truss (130). The anchor seats (136) are bolted to the revetment truss (130). The protective net (530) passes through the anchor seats (136) on its periphery. An anchor nuts (531) are set on the periphery of the protective net (530). The anchor nuts (531) are attached to the surface of the anchor seats (136).

2. The reservoir bank collapse protection structure according to claim 1, characterized in that, The settlement truss (120) is equipped with a settlement sleeve (121), which slides onto the surface of the anti-pipe pile (110). The boulders and pebbles filled in the settlement truss (120) will automatically sink to fill the corresponding foundation settlement and slope scouring.

3. The reservoir bank collapse protection structure according to claim 1, characterized in that, The settlement truss (120) is provided with ear seats (122) evenly, the connecting truss (140) is attached to the ear seats (122), the settlement truss (120) is provided with supports (123) evenly, and the revetment truss (130) is attached to the supports (123).

4. The reservoir bank collapse protection structure according to claim 1, characterized in that, A core-stabilizing seat (141) is provided on the connecting truss (140), and a screw (142) is provided inside the core-stabilizing seat (141). A handwheel (143) is provided at one end of the screw (142), and a stop block (144) is provided at the other end of the screw (142). The stop block (144) faces the surface of the anti-pipe pile (110).

5. The reservoir bank collapse protection structure according to claim 1, characterized in that, A waterproof cover plate (145) is provided on the connecting truss (140), and the waterproof cover plate (145) faces the settlement truss (120) and the anti-pipe pile (110).

6. The reservoir bank collapse protection structure according to claim 1, characterized in that, The wave-damping truss (320) is provided with settlement pins (321) at its bottom.

7. The reservoir bank collapse protection structure according to claim 1, characterized in that, A synchronization bar (331) is provided through the upper end of the elevation gauge (330).

8. The reservoir bank collapse protection structure according to claim 1, characterized in that, The elevation gauge (330) has a slot (332) which is engaged with the rope (310).

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