A reinforced protective panel structure for wet pond embankment and its construction method

Abstract

The present invention discloses a reinforced protective panel structure for a wet pond embankment and a construction method thereof. The structure comprises a highway embankment, a multi-level side slope embankment and a retaining wall, etc. The main feature is that a reinforced protective panel is arranged on the lowest side slope embankment. The reinforced protective panel is a composite body composed of a cement concrete protective panel combined with a curved geogrid or a broken line geogrid as reinforcement. The bottom of the reinforced protective panel is combined with the top of the retaining wall, and the top extends upward along the slope protection of the lowest side slope embankment until it covers the platform of the lowest side slope embankment. A gravel cushion layer is provided between the reinforced protective panel and the lowest side slope embankment, and frame grass planting structure protective panels are provided on other side slope embankments of the multi-level side slope embankment to form an ecological and environmentally friendly structural protection. This reinforced protective panel structure combined with a corresponding construction method has high economic and social benefits, and also has the advantages of simple structure, convenient construction, safety and reliability, low cost, strong durability, and the ability to fully utilize the efficiency of high-strength environmentally friendly materials.

Description

Technical Field

[0001] The present invention relates to the field of ecological engineering construction, and in particular to a reinforced protective panel structure for a wet pond embankment and a construction method. Background Art

[0002] Wetlands are landscape water bodies that store and purify rainwater, using rainwater as their primary water source. Designed in conjunction with green spaces and open spaces, wetlands serve as multifunctional water storage systems, purifying rainwater runoff and providing habitats for plants and animals. They function normally as landscape structures, providing recreational and leisure activities, while mitigating peak flow during rainstorms, fulfilling their multifunctional land resource utilization. They are a key technical tool in sponge city development. During highway construction, when passing through wetland areas, a road embankment is typically constructed on either side of the wetland. This embankment is filled with fill material and rises above the wetland ground level, forming a multi-level embankment. Each embankment consists of a slope protection and a platform, with the bottom of the lowest embankment extending into the wetland and protected by a retaining wall. These embankments, multi-level embankments, and retaining walls minimize the impact of highway construction on wetlands. However, existing embankments extending directly into wet ponds typically use plain cement concrete panels. These panels are susceptible to various defects, such as cracking and aging, when subjected to long-term exposure to the natural environment, rainwater erosion, or flooding. This reduces their durability, directly impacting the safety and quality of the project, potentially causing accidents and impacting the wet pond's ecological environment. Even if some cement concrete panels are equipped with a small amount of steel, long-term immersion in water can lead to water seepage and cracking in some sections, causing steel corrosion and rendering the panels ineffective, impacting the project's usability. Therefore, for wet pond embankment panels located in the challenging natural environment of high humidity and prone to flooding, environmentally friendly and durable engineering structures are required. Summary of the Invention

[0003] The technical problem to be solved by the present invention is to overcome the defects of the existing technology and provide a wet pond embankment reinforced protective panel structure and construction method with simple structure, convenient construction, safety and reliability, low cost, environmental protection, strong durability, and full utilization of the efficiency of high-strength environmentally friendly materials.

[0004] The technical problem of the present invention is achieved through the following technical solutions:

[0005] A wet pond embankment reinforced protective panel structure includes a highway embankment built on one side of the wet pond, the highway embankment is filled with filler, the highway embankment is higher than the ground line of the wet pond to set a multi-level slope embankment, each slope embankment is composed of a slope protection and a platform, and the bottom of the slope protection of the lowest slope embankment extends into the wet pond and is provided with a retaining wall, and a reinforced protective panel is set on the lowest slope embankment, the reinforced protective panel is composed of a composite body composed of cement concrete combined with geogrid as reinforcement, and the geogrid is a curved geogrid or a broken line geogrid, and the actual length of the geogrid along the slope protection during actual construction is equal to the set length. The geogrid is stretched by (1% to 2%) under the action of the weight of the cement concrete mixture and the vibration force to generate prestress. After the cement concrete solidifies, the reinforced protective panel is equivalent to a prestressed protective panel structure. The bottom of the reinforced protective panel is combined with the top of the retaining wall, and the top of the reinforced protective panel extends upward along the slope protection of the lowest level slope embankment until it covers the platform of the lowest level slope embankment. A gravel cushion layer is provided between the reinforced protective panel and the lowest level slope embankment. Frame grass structure protective panels are provided on the other slope embankments of the multi-level slope embankment.

[0006] The multi-level slope embankment is generally stable under the action of its own weight, vehicle load and water pressure. The reinforced protective panel on the lowest level slope embankment is partially submerged by the wet pond water below the design water level of the wet pond. The longitudinal dimension of the reinforced protective panel along the lowest level slope embankment is much larger than the length and thickness of the slope along the lowest level slope embankment. Therefore, the reinforced protective panel is regarded as an elastic foundation beam inclined along the slope protection of the lowest level slope embankment. The total length of the elastic foundation beam where the bottom is connected to the top of the retaining wall and the top of the elastic foundation beam is connected to the platform is The elastic foundation beam is selected as an elastic foundation beam composite body with curved geogrid as reinforcement in cement concrete. The thickness of the elastic foundation beam composite body is The load of the elastic foundation beam per unit width along the longitudinal direction of the lowest slope embankment is divided into two parts: one is the normal pressure of the self-weight component perpendicular to the top surface of the elastic foundation beam, which is uniformly distributed. and the uniformly distributed force component parallel to the axial direction of the elastic foundation beam , the distribution length is ; Second, the water pressure is perpendicular to the elastic foundation beam and the positive pressure is distributed in a triangle. The maximum distributed load is , the distribution length is the junction between the bottom of the elastic foundation beam and the top of the retaining wall To the point where the design water level is at the same elevation as the center axis of the elastic foundation beam , At the same time, the curved geogrid interface in the cement concrete generates friction along the axial direction of the elastic foundation beam. Since the length of the reinforced protective plate on the platform is much shorter than the length of the elastic foundation beam, in order to simplify the calculation, the influence of the reinforced protective plate on the platform is ignored and it is assumed that the bottom of the elastic foundation beam is It is elastically hinged to the top of the retaining wall and has no relative displacement with the retaining wall. The top of the elastic foundation beam is connected to the platform. The joint is also elastically hinged. According to Winkler's assumption, the foundation reaction of the elastic foundation beam is , the two end points of the elastic foundation beam 、 The displacements caused by shear force are , so the relevant calculation formula for the elastic foundation beam is as follows:

[0007] Formula 1:

[0008] The distributed load perpendicular to the elastic foundation beam under the weight of the reinforced panel and the water pressure of the wet pond is:

[0009]

[0010] The self-weight component of the unit width elastic foundation beam complex parallel to the elastic foundation beam The friction resistance generated along the axial direction of the elastic foundation beam at the interface of the curved geogrid in the elastic foundation beam composite The sum is

[0011]

[0012] To simplify the calculation, it is assumed that the axial force of the elastic foundation-beam complex is With elastic foundation beam The axial deflection is irrelevant, and the unit width elastic foundation beam is analyzed by taking the moment of the left center of the microelement. ,have

[0013] Neglecting the second-order trace, we get

[0014]

[0015] Depend on The resultant force in the axial direction is equal to have to

[0016]

[0017] The relationship between bending moment and deflection of elastic foundation beam

[0018]

[0019] From the above equations, the differential equation of the unit width elastic foundation beam is obtained as follows:

[0020]

[0021] In the formula

[0022]

[0023] Formula 2:

[0024] The differential equation in formula 1 is a variable coefficient ordinary differential equation, which is solved by power series. In order to simplify the calculation, the area submerged by the wet pond water is As the boundary, the segments are fitted with fifth power series and fourth power series, assuming

[0025]

[0026] Ask separately The first to fourth differentials are

[0027]

[0028] Here we assume that the elastic hinged ends of the elastic foundation beam are 、 It also meets the Winkler assumption, and the endpoint There is no relative displacement between the top of the retaining wall, that is, the displacement caused by deflection is equal to the displacement caused by shear force, and the endpoint There is relative displacement between the platform and the reinforced protective panel , that is, the displacement caused by deflection is not equal to the displacement caused by shear force, then the two end points 、 The displacements are

[0029]

[0030] From the boundary conditions

[0031]

[0032] Depend on The continuity condition of

[0033]

[0034] From the load conditions

[0035]

[0036] From the above 14 independent equations, we can get Substituting these 14 unknown quantities into the fifth power series and fourth power series fitting solutions of the elastic foundation beam obtained by formula 2;

[0037] Formula 3:

[0038] In formula 2, in order to obtain the maximum value of the bending moment and shear force of the elastic foundation beam, let 、 , calculate and select the maximum value of the effective bending moment and the maximum value of shear force ;

[0039]

[0040] Formula 4:

[0041] Select a half-wave length of the oblique section in the reinforced panel , the curve equation of the curved geogrid highest point As the starting point, any point The coordinates are , the actual length of the geogrid along the slope during actual construction = design length × (98% to 99%), then the initial curve of the geogrid at any point The coordinates are , higher than the design height When the cement concrete mixture is subjected to gravity and vibration, the geogrid will be stretched (1% to 2%) and prestressed. The coordinates reach the design coordinates , that is, when the cement concrete solidifies, the reinforced panel is equivalent to the prestressed panel structure. According to the prestressed load balance theory, any point The bending moment that the cross section must resist is

[0042]

[0043] For mansard geogrids, Formula 4 is also applicable;

[0044] The symbols in Formula 1, Formula 2, and Formula 3 are defined as:

[0045] ——are the triangular water pressure distribution segments of the elastic foundation beam with unit width Length and unit width of elastic foundation beam without water pressure distribution section length, total length of elastic foundation beam per unit width, thickness of elastic foundation beam per unit width, ;

[0046] ——respectively the total length of the unit width elastic foundation beam and the height of the vertical projection, the design water level elevation and the bottom end point of the elastic foundation beam The difference in elevation, , ;

[0047] ——respectively the vertical deadweight load of the unit width elastic foundation beam complex and the water pressure load perpendicular to the axis of the unit width elastic foundation beam, 、 , ;

[0048] ——are the self-weight components of the unit width elastic foundation beam complex parallel to the axial direction of the elastic foundation beam The friction resistance along the axial direction of the elastic foundation beam generated by the interface of the curved geogrid in the elastic foundation beam composite The sum of the friction resistance and the curvilinear geogrid interface in the elastic foundation beam composite body produces the friction resistance along the axial direction of the elastic foundation beam. , ;

[0049] ——are the deadweight and water weight of the elastic foundation beam complex per unit width, ;

[0050] ——are respectively the elastic modulus of the unit width elastic foundation beam complex, the elastic modulus of the curved geogrid, the elastic modulus of cement concrete, the proportional coefficient of the elastic modulus of the curved geogrid in the elastic foundation beam complex, the proportional coefficient of the elastic modulus of the cement concrete in the elastic foundation beam complex, and the moment of inertia of the elastic foundation beam complex, where Determined by experiment, The units are 、 、 Dimensionless; in order to simplify the calculation, the moment of inertia of the curved geogrid on the elastic foundation beam composite is ignored. The impact of The unit is ;

[0051] ——the foundation reaction coefficient of the elastic foundation beam with unit width, Obtained by consulting data or actual measurement, ;

[0052] ——are the center origins of the lower section of the elastic foundation beam along the slope protection of axis, while It also means that the elastic foundation beam is along any point The horizontal axis and Axis vertical axis, ;

[0053] ——The angle between the unit width elastic foundation beam and the horizontal line, ;

[0054] ——are the weight of the elastic foundation beam composite per unit width and the weight of water, ;

[0055] ——are the arbitrary loads of the elastic foundation beam with unit width under load Deflection, bending moment and shear force at ;

[0056] ——are the arbitrary values ​​of the unit width elastic foundation beam fitted by power function The deflection at Arbitrary fifth power series fitting The deflection at Arbitrary fourth power series fitting The deflection at ;

[0057] ——The power function fitting is used for unit width elastic foundation beams The deflection at The deflection at , the fifth power series fitting The deflection at , the fifth power series fitting The deflection at , the fourth power series fitting The deflection at , the fourth power series fitting The deflection at ;

[0058] ——are the arbitrary places where the unit width elastic foundation beam is fitted by power series The bending moment and unit width elastic foundation beam are fitted with power series The bending moment at the unit width elastic foundation beam is fitted with a power series The bending moment at ;

[0059] ——are the arbitrary places where the unit width elastic foundation beam is fitted by power series The shear force and elastic foundation beam with unit width are fitted with power series The shear force at the unit width elastic foundation beam is fitted with a power series The shear force at ;

[0060] ——are the maximum bending moment of the unit width elastic foundation beam complex fitted by power series and the maximum shear force of the unit width elastic foundation beam complex, 、 ;

[0061] ——are the allowable bending moment and shear force of the elastic foundation beam complex per unit width, ;

[0062] ——Elastic foundation beams with unit width The unknown coefficients of the fifth power series fitting are: ;

[0063] ——are the unknown coefficients of the fourth power series fitting of the unit width elastic foundation beam segment, ;

[0064] ——curve equation of curved geogrid, ;

[0065] ——The actual length of the geogrid along the slope during actual construction = design length × (98% to 99%), any point on the initial curve of the geogrid The difference between the height and the design height, ;

[0066] ——During actual construction, the length of a half-wave section of the reinforced protective panel Lowest point of curved geogrid The angle between the solid geogrid and the slope of the reinforced protective panel, ;

[0067] ——The tensile force generated by the geogrid when it is stretched (1% to 2%) under the action of the weight and vibration of the cement concrete mixture, .

[0068] The junction between the geogrid and the platform of the lowest slope embankment needs to extend horizontally 1m to 2m toward the bottom of the platform into the highway embankment.

[0069] The curved geogrid is a sinusoidal, catenary, or parabola, with a half-wave length of 0.8 to 2.0 meters, depending on the geogrid's flexibility. This length is determined by calculation. The actual length of the geogrid along the slope is calculated by multiplying the designed length by 98% to 99%. This allows the geogrid to stretch by 1% to 2% under the weight of the cement concrete mixture and vibration, generating prestress. This means that after the cement concrete solidifies, the reinforced geogrid sheathing is equivalent to a prestressed sheathing structure.

[0070] The aforementioned prestressed guard panel structure is because the reinforced guard panel structure of the lowest slope embankment is an elastic foundation beam. When the bottom and top surfaces are subjected to stress, alternating stress occurs. If a single layer of linear geogrid is set on the bottom or top surface, the crack resistance requirements cannot be met. If a layer of linear geogrid is set on each of the bottom and top surfaces, that is, a double layer of linear geogrid, it will increase both the cost and the difficulty of construction. Therefore, setting a curved geogrid according to the alternating stress when the guard panel is subjected to stress has the advantages of reasonable force, cost savings, and convenient construction. In addition, during the construction of the guard panel, under the action of the deadweight and vibration force of the cement concrete mixture, the prestress generated by the settlement and tension of the curved geogrid is greater than that of a single layer of linear geogrid or a double layer of linear geogrid. That is, after the cement concrete solidifies, the reinforced geogrid guard panel is equivalent to a prestressed guard panel structure, which greatly enhances the crack resistance of the guard panel.

[0071] The reinforced protective panel is fixed on the lowest slope embankment through a plurality of soil nails. The soil nails are divided into inverted U-shaped soil nails and Y-shaped soil nails. The length of the soil nails is 40cm to 50cm.

[0072] The zigzag geogrid is fixed only at the highest point by a Y-shaped soil nail and at the lowest point by an inverted U-shaped soil nail.

[0073] A roadbed pavement is arranged on the top of the highway embankment, and the silt in the wet pond is removed from the highway embankment and replaced with a permeable filler.

[0074] The thickness of the gravel cushion layer is 10cm to 20cm; the thickness of the reinforced protective panel is 20cm to 30cm, and the width of the platform is 0.8m to 2m.

[0075] A construction method for a reinforced protective panel structure of a wet pond embankment comprises the following steps:

[0076] Step 1: Determine the dimensions of the geogrid and reinforced panels

[0077] According to the cross-sectional dimensions and geological conditions of the highway embankment on the wet pond side determined in the design drawings, the dimensions of the geogrid and reinforced protective panel, as well as the shape and length of the soil nails, the layout shape of the geogrid, i.e., curved or broken line, is determined, and the shape coordinates of the geogrid perpendicular to the reinforced protective panel are calculated and converted into the vertical reserved height = the height perpendicular to the reinforced protective panel / , the total length of the inverted U-shaped soil nails and Y-shaped soil nails = the height perpendicular to the reinforced protective panel / + Length of driven gravel bedding and filler;

[0078] Determine the performance index of geogrid materials, cement concrete of reinforced protective panels and performance index of reinforced protective panels through tests;

[0079] ③ Preliminary engineering materials and technical specifications for retaining walls, fillers, replacement fillers, and roadbed and pavement;

[0080] ④ Verify that the overall strength and stability of the highway embankment meet the requirements, calculate and verify the structural stress of the reinforced armor plate using Formulas 1, 2, and 3, and determine the engineering materials and technical indicators;

[0081] Step 2: Clean the sediment layer at the bottom of the wet pond, replace the filler and construct the retaining wall

[0082] Measure and set out according to the design drawings and select replacement fillers;

[0083] ② Mechanical equipment is brought into the site, temporary support for the wet pond is set up, water is pumped out, the sediment layer at the bottom of the wet pond is excavated from top to bottom, and waste soil is transported by sealed vehicles and piled according to regulations;

[0084] ③ Excavate the retaining wall foundation and construct the retaining wall, and the quality meets the design requirements;

[0085] ④Fill the replacement fill behind the retaining wall in layers and compact it mechanically to the designed density;

[0086] Step 3: Fill the highway embankment

[0087] The ground line of the wet pond is excavated into steps, and the topsoil and debris at the ground line are cleared;

[0088] ② Fill the fill material in the highway embankment in layers and compact it mechanically to the designed density;

[0089] ③ Use small machinery or excavator bucket to pat and compact the slope protection and platforms of other slope embankments;

[0090] Step 4: Reinforced protective panels and platform construction

[0091] Measure and stake out to determine the laying elevation of the gravel cushion layer:

[0092] ② Excavate the filler inside the highway embankment on the platform side where the length of the geogrid needs to be extended. After compacting the base with an excavator bucket, fill it with a gravel cushion together with the bottom of the reinforced protective panel.

[0093] ③ Lay and fix the slope protection formwork and platform formwork of the lowest slope embankment in sections of 15m to 20m in the longitudinal direction of the highway embankment;

[0094] ④ Cut the length of each geogrid equal to the design length × (98% to 99%), so that it will stretch (1% to 2%) under the weight of the cement concrete mixture and the vibration force to generate prestress. That is, after the cement concrete solidifies, the geogrid reinforced with the protective panel is equivalent to a prestressed protective panel structure. According to the design drawings, the starting point, midpoint and end point of the geogrid along the curve or broken line of the slope protection, as well as the position of the other intermediate points, are set out. On the slope protection formwork and platform formwork laid in sections, the height of the geogrid along the curve or broken line of the slope protection is determined along the longitudinal tension line of the highway embankment;

[0095] ⑤In each longitudinal section of the highway embankment formwork, lay geogrids in sections from bottom to top along the slope protection, and set the overlap width of each geogrid to 50cm to 100cm. Fix the bottom geogrid to the vertical surface of the top of the retaining wall with inverted U-shaped soil nails;

[0096] Drive inverted U-shaped soil nails or Y-shaped soil nails into the reinforced protective panel from bottom to top according to the position and height of the tension wire: fix the geogrid with inverted U-shaped soil nails at the contact point between the geogrid and the gravel cushion layer, and support the geogrid with Y-shaped soil nails at other places. When the initial curve height of the geogrid is higher than the top height of the Y-shaped soil nails, the support points are tied with fine ties; the highest point of the broken line geogrid needs to be strengthened, and the geogrid is supported by two Y-shaped soil nails assembled in a herringbone shape. The geogrid grid and the top of the Y-shaped soil nails are tied with fine ties at the support points. The geogrid at the platform is also driven into inverted U-shaped soil nails or Y-shaped soil nails according to this process; tighten the geogrid on the platform side, and fix the geogrid extending into the highway embankment with inverted U-shaped soil nails; lay and fix each geogrid from bottom to top along the slope protection and from outside to inside along the platform;

[0097] Backfill the section of the highway embankment where the geogrid is extended and fixed, and compact the backfill with an excavator bucket;

[0098] Mix cement concrete according to the designed mix ratio, pour cement concrete with a pump truck, and compact cement concrete with a plate vibrator. The water-cement ratio of the cement concrete and the plate vibrating force should not be too large to avoid defects in the pouring quality of the cement concrete.

[0099] After the cement concrete has finally set, geotextile is laid and watered for maintenance;

[0100] Step 5: Base and pavement construction

[0101] Measure and stake out, determine the base elevation, spread cement concrete, compact it mechanically to the designed density, and maintain it to a qualified standard:

[0102] ②Measure and stake out, determine the surface elevation, spread asphalt cement concrete, compact it mechanically to the designed density, and maintain it to a qualified standard; or construct a cement concrete surface layer and maintain it to a qualified standard;

[0103] Step 6: Construction of protective panels on other slope embankments

[0104] Grid grass panels are used on other slope embankments to prevent rainwater erosion.

[0105] Compared with the prior art, the present invention mainly provides a reinforced protective panel structure for a wet pond embankment, which is a reinforced protective panel arranged on the lowest slope embankment. The reinforced protective panel is a composite body composed of cement concrete combined with curved geogrid or broken line geogrid as reinforcement; the bottom of the reinforced protective panel is combined with the top of the retaining wall, and the top of the reinforced protective panel extends upward along the slope protection of the lowest slope embankment until it covers the platform of the lowest slope embankment, and a gravel cushion layer is provided between the reinforced protective panel and the lowest slope embankment, and frame grass planting structure protective panels are provided on the other slope embankments of the multi-level slope embankment to form an ecological and environmentally friendly structural protection. This reinforced protective panel structure for the wet pond embankment has the following advantages: First, the geogrid is green, energy-saving and environmentally friendly The invention adopts a high-strength material and adopts a curved or broken line shape as reinforcement to form a composite body, so that the reinforced protective panel has strong crack resistance and durability; secondly, the curved geogrid or broken line geogrid bears reasonable force, and when the cement concrete solidifies, the reinforced geogrid protective panel is equivalent to a prestressed protective panel structure, which greatly improves the rain resistance and crack resistance of the lowest slope embankment and the anti-scouring ability of the wet pond water flow, is economical and has high safety performance; thirdly, the calculation method used for the design of the reinforced protective panel structure has a clear principle, is scientific and reasonable, practical and easy to implement, and can better guide the design and construction of the reinforced protective panel structure of the wet pond embankment. It is also suitable for high-humidity embankment surface protection of roads built in seasonally flooded areas such as dams, mountain ponds, and rivers, and has a wide range of uses. Therefore, the present invention is a reinforced protective panel structure for wet pond embankments with a simple structure, convenient construction, safety and reliability, low cost, strong durability, and the ability to fully utilize the efficiency of high-strength environmentally friendly materials. Combined with the corresponding construction method, it has high economic and social benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0106] Figure 1 It is a schematic elevation diagram of the structure of the present invention.

[0107] Figure 2 This is a schematic diagram of the curved or broken line layout of geogrids.

[0108] Figure 3 for Figure 1 Force calculation diagram of reinforced protective panel.

[0109] Figure 4 for Figure 1 Microelement analysis diagram of the reinforced protective panel.

[0110] Figure 5 for Figure 1 Analysis diagram of prestressing effect of reinforced protective panel. DETAILED DESCRIPTION

[0111] The embodiments of the present invention will be described in detail below with reference to the above-mentioned drawings.

[0112] like Figures 1 to 5 As shown, 1. Ground line, 11. Step, 2. Filling, 3. Replacement filling, 4. Roadbed and pavement, 5. Retaining wall, 6. Gravel cushion, 7. Reinforced protective panel, 71. Slope protection, 72. Platform, 73. Other slope embankment, 74. Lower slope embankment, 75. Cement concrete, 8. Geogrid, 81. Inverted U-shaped soil nail, 82. Y-shaped soil nail, 83. Curved geogrid, 831. Geogrid initial curve, 84. Broken line geogrid, 9. Wet pond.

[0113] A reinforced protective panel structure and construction method for a wet pond embankment, such as Figure 1 As shown, it relates to the field of ecological engineering construction, and its structure includes a highway embankment built on one side of an existing wet pond 9. The highway embankment is filled with filler 2, and the filler mainly uses ordinary soil, slag and gravel as slag soil and stone mixture for layered filling and compaction. The highway embankment is higher than the ground line 1 of the wet pond 9 to set up multi-level slope embankments. Generally, it is necessary to set up second-level and above slope embankments. Each level of slope embankment is composed of slope protection 71 and platform 72. When the slope embankment is higher, the width of the platform 72 can be 0.8m to 2.0m; a roadbed pavement 4 is set on the top of the highway embankment for vehicle passage. The roadbed pavement is a multi-layer structure as the top strength layer for passing vehicles, and is composed of a cement stabilization layer base and a cement concrete surface layer or an asphalt concrete surface layer.

[0114] At the same time, under the premise of retaining the original wet pond water body, the silt in the wet pond is removed in the highway embankment and replaced with permeable replacement filler 3 to purify the water. The replacement filler is the original bottom layer of the wet pond replaced with raw materials with good permeability. It not only serves as the roadbed foundation, but also plays the role of purifying the wet pond water and protecting the wetland environment.

[0115] When the stored water reaches the designed water level of the wet pond 9, part of the lowest side slope embankment 74 will be submerged by the water in the wet pond, that is, the bottom of the slope protection 71 of the lowest side slope embankment 74 extends into the wet pond 9, and a retaining wall 5 is set to maintain the stability of the side slope embankment. The retaining wall 5 is a structure supporting the highway embankment and is made of reinforced cement concrete or other materials to stabilize the highway embankment.

[0116] A reinforced protective panel 7 is set on the lowest slope embankment 74. The reinforced protective panel is a composite body composed of cement concrete 75 combined with geogrid 8 as reinforcement, and the geogrid 8 is a curved geogrid 83 or a broken line geogrid 84, which can make the reinforced protective panel 7 have strong crack resistance and durability. The thickness of the reinforced protective panel 7 is usually 20cm to 30cm.

[0117] The junction between the geogrid and the platform needs to extend horizontally 1m to 2m from the bottom of the platform to the inside of the embankment, playing the role of anchoring the geogrid reinforcement in the platform and cement concrete.

[0118] The geogrid 8 is a steel-plastic geogrid, which is made of high-strength steel wire or other fibers, which are specially treated, mixed with polyethylene (PE) or polypropylene (PP), and other additives. It is extruded into a composite high-strength tensile strip, and its intersections are welded using a special enhanced bonding fusion welding technology to form the strip. The steel-plastic geogrid has the characteristics of high strength, strong bearing capacity, corrosion resistance, anti-aging, high friction coefficient, uniform holes, easy construction, and long service life. It is an efficient, green and environmentally friendly material.

[0119] The curved geogrid 83 can be a sinusoidal curve, a catenary curve, or a parabola. Depending on the flexibility of the curved geogrid 83, a curve with an oblique half-wave length of 0.8 to 2.0 meters is selected. This provides the reinforced armor panel 7 with greater crack resistance, improves the ability of the lowest slope embankment 74 to withstand erosion from rainwater and pond water, and enhances the durability of the engineering structure. The net protective layer thickness of the geogrid 8 and reinforced armor panel 7 is 1.5 to 2 cm.

[0120] The geogrid 8 in the reinforced protective panel 7 is fixed to the lowest slope embankment 74 by multiple soil nails. The soil nails are divided into inverted U-shaped soil nails 81 and Y-shaped soil nails 82. The soil nail length is 40cm to 50cm, and the spacing between the soil nails is 40cm to 50cm.

[0121] The soil nails are steel nails, and the setting method of the curved geogrid 83 is as follows: the inverted U-shaped soil nails 81 are used to fix the geogrid 8 passing through the platform 72, the top of the gravel cushion layer 6 and the horizontal geogrid extending into the highway embankment, and the Y-shaped soil nails 82 are used for the remaining curved geogrids 83 except the inverted U-shaped soil nails 81; the curved geogrids 83 are arranged according to a sine curve, and can also be a catenary or a parabola. The length of each half-wave curve in the reinforced protective panel 7 is divided into 2 to 4 equally spaced small segments to calculate the layout height of the geogrid 8 in each small segment, and the Y-shaped soil nails 82 are driven into the gravel cushion layer 6 and the filler 2 according to this reserved height. Here, the geogrid 8 is supported on the top of the reserved height of the Y-shaped soil nails 82 to form a corresponding curved shape.

[0122] The geogrid 8 is arranged in a curved shape or a broken line shape, and the curved shape has a better stress-bearing effect than the broken line shape. However, the broken line geogrid only needs to be fixed with Y-shaped soil nails 82 at the highest point and inverted U-shaped soil nails 81 at the lowest point, so it can save the amount of soil nails and is more convenient to construct.

[0123] In order to effectively fix the zigzag geogrid 84, it is better to use two Y-shaped soil nails 82 assembled in a herringbone shape at the highest point; under the action of the gravity and vibration force of the cement concrete mixture, the actual shape of the zigzag geogrid 84 is a catenary.

[0124] The bottom of the reinforced protective panel 7 is combined with the top of the retaining wall 5, and the top of the reinforced protective panel 7 extends upward along the slope protection 71 of the lowest slope embankment 74 until it covers the platform 72 of the lowest slope embankment. A gravel cushion layer 6 is provided between the reinforced protective panel 7 and the lowest slope embankment 74. The gravel cushion layer is the gravel base layer of the reinforced protective panel 7, which plays the role of diffusing the load and stabilizing the reinforced protective panel. The thickness is 10 cm to 20 cm.

[0125] The other side slope embankments 73 of the multi-level side slope embankment are all protected by an eco-friendly structural surface to prevent the surface from being washed away by rainwater, such as a frame grass-planting structure protective panel.

[0126] The multi-level slope embankment is generally stable under the action of its own weight, vehicle load and water pressure. The reinforced protective panel 7 on the lowest slope embankment 74 is partially submerged by the wet pond water below the design water level of the wet pond 9. The longitudinal dimension of the reinforced protective panel 7 along the lowest slope embankment 74 is much larger than the length and thickness of the slope along the lowest slope embankment 74. Therefore, the reinforced protective panel 7 is regarded as an elastic foundation beam inclined along the slope protection of the lowest slope embankment 74. The total length of the elastic foundation beam from the bottom of the elastic foundation beam to the top of the retaining wall 5 and the top of the elastic foundation beam to the platform 72 is The elastic foundation beam is selected as a composite body of cement concrete 75 combined with curved geogrid 83 as reinforcement. The thickness of the composite body is The load of the elastic foundation beam per unit width along the longitudinal direction of the lowest slope embankment 74 is divided into two parts: one is the normal pressure of the self-weight component perpendicular to the top surface of the elastic foundation beam, which is uniformly distributed. and the uniformly distributed force component parallel to the axial direction of the elastic foundation beam , the distribution length is ; Second, the water pressure is perpendicular to the elastic foundation beam and the positive pressure is distributed in a triangle. The maximum distributed load is , the distribution length is the junction between the bottom of the elastic foundation beam and the top of the retaining wall To the point where the design water level is at the same elevation as the center axis of the elastic foundation beam , At the same time, due to the curved geogrid 83 interface within the cement concrete 75 produces friction resistance along the axial direction of the elastic foundation beam Since the length of the reinforced panel 7 on the platform 72 is much shorter than the length of the elastic foundation beam, in order to simplify the calculation, the influence of the reinforced panel 7 on the platform 72 is ignored and it is assumed that the bottom of the elastic foundation beam It is elastically hinged to the top of the retaining wall 5 and has no relative displacement with the retaining wall 5. The top of the elastic foundation beam is connected to the platform. The joint is also elastically hinged. According to Winkler's assumption, the foundation reaction of the elastic foundation beam is , the two end points of the elastic foundation beam 、 The displacements caused by shear force are , so the relevant calculation formula for the elastic foundation beam is as follows:

[0127] Formula 1:

[0128] Under the action of the deadweight of the reinforced panel 7 and the water pressure of the wet pond, the distributed load perpendicular to the elastic foundation beam is

[0129]

[0130] The self-weight component of the unit width elastic foundation beam complex parallel to the elastic foundation beam The frictional resistance generated along the axial direction of the elastic foundation beam at the interface of the curved geogrid 83 in the elastic foundation beam composite The sum is

[0131]

[0132] To simplify the calculation, it is assumed that the axial force of the elastic foundation-beam complex is With elastic foundation beam The axial deflection is irrelevant, and the unit width elastic foundation beam is analyzed by taking the moment of the left center of the microelement. ,have

[0133] Neglecting the second-order trace, we get

[0134]

[0135] Depend on The resultant force in the axial direction is equal to have to

[0136]

[0137] The relationship between bending moment and deflection of elastic foundation beam

[0138]

[0139] From the above equations, the differential equation of the unit width elastic foundation beam is obtained as follows:

[0140]

[0141] In the formula

[0142]

[0143] Formula 2:

[0144] The differential equation in formula 1 is a variable coefficient ordinary differential equation, which is solved by power series. In order to simplify the calculation, the area submerged by the wet pond water is As the boundary, the segments are fitted with fifth power series and fourth power series, assuming

[0145]

[0146] Ask separately The first to fourth differentials are

[0147]

[0148] Here we assume that the elastic hinged ends of the elastic foundation beam are 、 It also meets the Winkler assumption, and the endpoint There is no relative displacement between the top of the retaining wall, that is, the displacement caused by deflection is equal to the displacement caused by shear force, and the endpoint There is a relative displacement between the reinforced panel 7 and the platform 72 , that is, the displacement caused by deflection is not equal to the displacement caused by shear force, then the two end points 、 The displacements are

[0149]

[0150] From the boundary conditions

[0151]

[0152] Depend on The continuity condition of

[0153]

[0154] From the load conditions

[0155]

[0156] From the above 14 independent equations, we can get Substituting these 14 unknown quantities into the fifth power series and fourth power series fitting solutions of the elastic foundation beam obtained by formula 2;

[0157] Formula 3:

[0158] In formula 2, in order to obtain the maximum value of the bending moment and shear force of the elastic foundation beam, let 、 , calculate and select the maximum value of the effective bending moment and the maximum value of shear force ;

[0159]

[0160] Formula 4:

[0161] Select a half-wave length of the oblique section in the reinforced panel , the curve equation of the curved geogrid highest point As the starting point, any point The coordinates are , the actual length of the geogrid along the slope during actual construction = design length × (98% to 99%), then the initial curve of the geogrid at any point The coordinates are , higher than the design height When the cement concrete mixture is subjected to gravity and vibration, the geogrid will be stretched (1% to 2%) and prestressed. The coordinates reach the design coordinates , that is, when the cement concrete solidifies, the reinforced panel is equivalent to the prestressed panel structure. According to the prestressed load balance theory, any point The bending moment that the cross section must resist is

[0162]

[0163] For mansard geogrids, Formula 4 is also applicable;

[0164] The symbols in Formula 1, Formula 2, and Formula 3 are defined as:

[0165] ——are the triangular water pressure distribution segments of the elastic foundation beam with unit width Length and unit width of elastic foundation beam without water pressure distribution section length, total length of elastic foundation beam per unit width, thickness of elastic foundation beam per unit width, ;

[0166] ——respectively the total length of the unit width elastic foundation beam and the height of the vertical projection, the design water level elevation and the bottom end point of the elastic foundation beam The difference in elevation, , ;

[0167] ——respectively the vertical deadweight load of the unit width elastic foundation beam complex and the water pressure load perpendicular to the axis of the unit width elastic foundation beam, 、 , ;

[0168] ——are the self-weight components of the unit width elastic foundation beam complex parallel to the axial direction of the elastic foundation beam The friction resistance generated along the axial direction of the elastic foundation beam at the interface of the curved geogrid 83 in the elastic foundation beam composite The sum of the friction resistance and the friction resistance of the curved geogrid 83 interface in the elastic foundation beam composite along the axial direction of the elastic foundation beam. , ;

[0169] ——are the deadweight and water weight of the elastic foundation beam complex per unit width, ;

[0170] ——are respectively the elastic modulus of the unit width elastic foundation beam complex, the elastic modulus of the curved geogrid 83, the elastic modulus of cement concrete, the proportional coefficient of the elastic modulus of the curved geogrid in the elastic foundation beam complex, the proportional coefficient of the elastic modulus of the cement concrete in the elastic foundation beam complex, and the moment of inertia of the elastic foundation beam complex, where Determined by experiment, The units are 、 、 Dimensionless; in order to simplify the calculation, the moment of inertia of the curved geogrid 83 on the elastic foundation beam complex is ignored. The impact of The unit is ;

[0171] ——the foundation reaction coefficient of the elastic foundation beam with unit width, Obtained by consulting data or actual measurement, ;

[0172] ——are the center origins of the lower end cross-section of the elastic foundation beam along the slope protection 71 of axis, while It also means that the elastic foundation beam is along any point The horizontal axis and Axis vertical axis, ;

[0173] ——The angle between the unit width elastic foundation beam and the horizontal line, ;

[0174] ——are the weight of the elastic foundation beam composite per unit width and the weight of water, ;

[0175] ——are the arbitrary loads of the elastic foundation beam with unit width under load Deflection, bending moment and shear force at ;

[0176] ——are the arbitrary values ​​of the unit width elastic foundation beam fitted by power function The deflection at Arbitrary fifth power series fitting The deflection at Arbitrary fourth power series fitting The deflection at ;

[0177] ——The power function fitting is used for unit width elastic foundation beams The deflection at The deflection at , the fifth power series fitting The deflection at , the fifth power series fitting The deflection at , the fourth power series fitting The deflection at , the fourth power series fitting The deflection at ;

[0178] ——are the arbitrary places where the unit width elastic foundation beam is fitted by power series The bending moment and unit width elastic foundation beam are fitted with power series The bending moment at the unit width elastic foundation beam is fitted with a power series The bending moment at ;

[0179] ——are the arbitrary places where the unit width elastic foundation beam is fitted by power series The shear force and elastic foundation beam with unit width are fitted with power series The shear force at the unit width elastic foundation beam is fitted with a power series The shear force at ;

[0180] ——are the maximum bending moment of the unit width elastic foundation beam complex fitted by power series and the maximum shear force of the unit width elastic foundation beam complex, 、 ;

[0181] ——are the allowable bending moment and shear force of the elastic foundation beam complex per unit width, ;

[0182] ——Elastic foundation beams with unit width The unknown coefficients of the fifth power series fitting are: ;

[0183] ——are the unknown coefficients of the fourth power series fitting of the unit width elastic foundation beam segment, ;

[0184] ——curve equation of curved geogrid, ;

[0185] ——The actual length of the geogrid along the slope during actual construction = design length × (98% to 99%), any point on the initial curve of the geogrid The difference between the height and the design height, ;

[0186] ——During actual construction, the length of a half-wave section of the reinforced protective panel Lowest point of curved geogrid The angle between the solid geogrid and the slope of the reinforced protective panel, ;

[0187] ——The tensile force generated by the geogrid when it is stretched (1% to 2%) under the action of the weight and vibration of the cement concrete mixture, .

[0188] A construction method for a reinforced protective panel structure of a wet pond embankment mainly comprises the following steps:

[0189] Step 1: Determine the dimensions of the geogrid and reinforced panels

[0190] According to the cross-sectional dimensions and geological conditions of the highway embankment on the wet pond side determined in the design drawings, the dimensions of the geogrid 8 and the reinforced protective panel 7, as well as the shape and length of the soil nails, are initially proposed. The layout shape of the geogrid 8, i.e., the curved or broken line shape, is determined. The shape coordinates of the geogrid perpendicular to the reinforced protective panel 7 are calculated and converted into the vertical reserved height = the height perpendicular to the reinforced protective panel / The total length of the inverted U-shaped soil nail 81 and the Y-shaped soil nail 82 = the height perpendicular to the reinforced protective panel / + length of gravel cushion 6 and filler 2 driven in;

[0191] Determine the performance index of geogrid material, the performance index of cement concrete of reinforced protective panel 7 and the performance index of reinforced protective panel through experiments;

[0192] ③ The engineering materials and technical specifications of the initially proposed retaining wall 5, filler 2, replacement filler 3, and roadbed and pavement 4;

[0193] ④ Verify that the overall strength and stability of the highway embankment meet the requirements, calculate and verify the structural force of the reinforced armor plate 7 using Formula 1, Formula 2, and Formula 3, and determine the engineering materials and technical indicators;

[0194] Step 2: Clean the sediment layer at the bottom of the wet pond, replace the filler and construct the retaining wall

[0195] Measure and set out according to the design drawings and choose to replace the filler 3;

[0196] ② Mechanical equipment is brought into the site, temporary support for the wet pond is set up, water is pumped out, the sediment layer at the bottom of the wet pond is excavated from top to bottom, and waste soil is transported by sealed vehicles and piled according to regulations;

[0197] ③ Excavate the retaining wall foundation and construct retaining wall 5, with the quality meeting the design requirements;

[0198] ④ Fill the replacement fill material 3 behind the retaining wall in layers and compact it mechanically to the designed density;

[0199] Step 3: Fill the highway embankment

[0200] The ground line 1 of the wet pond 9 is excavated into a step 11, and the topsoil and debris at the ground line are cleared;

[0201] ② Fill the fill material 2 in the highway embankment in layers and compact it mechanically to the designed density;

[0202] ③ The slope protection 71 and platform 72 of other side slope embankments 73 are compacted with small machinery or an excavator bucket;

[0203] Step 4: Reinforced protective panels and platform construction

[0204] Measure and stake out to determine the laying elevation of gravel cushion layer 6:

[0205] ② Excavate the filler inside the highway embankment on the side of the platform 72 that needs to extend the length of the geogrid 8. After the base is compacted with an excavator bucket, a gravel cushion layer 6 is built together with the bottom of the reinforced protective panel 7;

[0206] ③ Lay and fix the slope protection formwork and platform formwork of the lowest slope embankment in sections of 15m to 20m in the longitudinal direction of the highway embankment;

[0207] ④ Cut the length of each geogrid equal to the design length × (98% to 99%), so that it will stretch (1% to 2%) under the weight of the cement concrete mixture and the vibration force to generate prestress. That is, after the cement concrete solidifies, the geogrid reinforced with the protective panel is equivalent to a prestressed protective panel structure. According to the design drawings, the starting point, midpoint and end point of the geogrid along the curve or broken line of the slope protection, as well as the position of the other intermediate points, are set out. On the slope protection formwork and platform formwork laid in sections, the height of the geogrid along the curve or broken line of the slope protection is determined along the longitudinal tension line of the highway embankment;

[0208] ⑤In each longitudinal section of the highway embankment formwork, lay geogrids in sections from bottom to top along the slope protection, and set the overlap width of each geogrid to 50cm to 100cm. Fix the bottom geogrid to the vertical surface of the top of the retaining wall with inverted U-shaped soil nails;

[0209] Drive inverted U-shaped soil nails or Y-shaped soil nails into the reinforced protective panel from bottom to top according to the tension line position and height: Use inverted U-shaped soil nails to fix the geogrid at the contact point with the gravel cushion layer, and use Y-shaped soil nails to support the geogrid at other locations. When the initial curve 831 height of the geogrid is higher than the top height of the Y-shaped soil nail, use fine ties to tie the support points; the highest point of the broken line geogrid needs to be strengthened, and two Y-shaped soil nails assembled in a herringbone shape are used to support the geogrid. Fine ties are used to tie the geogrid grid and the top of the Y-shaped soil nail at the support point. Inverted U-shaped soil nails or Y-shaped soil nails are also driven into the geogrid at the platform according to this process; tighten the geogrid on the platform side, and use inverted U-shaped soil nails to fix the geogrid extending into the highway embankment; lay and fix each geogrid from bottom to top along the slope protection and from the outside to the inside along the platform;

[0210] Backfilling the portion of the highway embankment where the geogrid 8 is extended and fixed, and compacting the backfill with an excavator bucket;

[0211] Mix cement concrete according to the designed mix ratio, pour cement concrete at 75% using a pump truck, and compact the cement concrete using a plate vibrator. The water-cement ratio of the cement concrete and the plate vibrating force should not be too large to avoid defects in the pouring quality of the cement concrete.

[0212] After the cement concrete has finally set, geotextile is laid and watered for maintenance;

[0213] Step 5: Base and pavement construction

[0214] Measure and stake out, determine the base elevation, spread cement concrete, compact it mechanically to the designed density, and maintain it to a qualified standard:

[0215] ②Measure and stake out, determine the surface elevation, spread asphalt cement concrete, compact it mechanically to the designed density, and maintain it to a qualified standard; or construct a cement concrete surface layer and maintain it to a qualified standard;

[0216] Step 6: Construction of protective panels on other slope embankments

[0217] On other side slope embankments 73, frame grass-planted panels are used to prevent rainwater erosion.

[0218] The wet pond 9 of the present invention has rainwater storage and purification functions. It reduces peak flow during rainstorms, fulfills its storage function, and realizes the multifunctional utilization of land resources. It is an important technical means for the construction of sponge cities. Of course, wet ponds can also be dams, mountain ponds, rivers, etc., and these wet ponds can be used to construct highway embankments near water or seasonally flooded areas and install reinforced protective panels, which can achieve good results.

[0219] The above description is only a specific embodiment of the present invention. Those skilled in the art should understand that any structural design equivalent to this embodiment should be included in the protection scope of the present invention.

Claims

1. A construction method for a wet pond embankment reinforced protective panel structure, comprising: building a highway embankment on one side of a wet pond (9), filling the highway embankment with filler (2), and setting a multi-level side slope embankment above the ground line (1) of the wet pond (9), each level of the side slope embankment being composed of a slope protection (71) and a platform (72), and the bottom of the slope protection (71) of the lowest level side slope embankment (74) extending into the wet pond (9) and being provided with a retaining wall (5), characterized in that A reinforced protective panel (7) is provided on the lowest slope embankment (74). The reinforced protective panel is composed of a composite body composed of cement concrete (75) combined with a geogrid (8) as reinforcement, and the geogrid (8) is a curved geogrid (83) or a broken line geogrid (84). During actual construction, the actual length of the geogrid (8) along the slope protection (71) is equal to the design length × (98% to 99%). When the geogrid is stretched by (1% to 2%) under the action of the weight of the cement concrete mixture and the vibration force, prestress is generated. After the cement concrete solidifies, the reinforced protective panel (7) is equivalent to a prestressed protective panel structure; the bottom of the reinforced protective panel (7) is combined with the top of the retaining wall (5), and the top of the reinforced protective panel (7) extends upward along the slope protection (71) of the lowest level side slope embankment (74) until it covers the platform (72) of the lowest level side slope embankment (74), and a gravel cushion layer (6) is provided between the reinforced protective panel (7) and the lowest level side slope embankment (74); the other side slope embankments (73) of the multi-level side slope embankment are all provided with frame grass structure protective panels; The construction method of the reinforced protective panel structure of the wet pond embankment comprises the following steps: Step 1: Determine the dimensions of the geogrid and reinforced panels ① According to the cross-sectional dimensions and geological conditions of the highway embankment on the wet pond side determined in the design drawings, the dimensions of the geogrid (8) and the reinforced protective panel (7), as well as the shape and length of the soil nails, the layout shape of the geogrid (8) is determined, i.e., curved or broken line, and the shape coordinates of the geogrid perpendicular to the reinforced protective panel are calculated and converted into the vertical reserved height = the height perpendicular to the reinforced protective panel / , the total length of the inverted U-shaped soil nail (81) and the Y-shaped soil nail (82) = the height perpendicular to the reinforced protective panel / + length of driven gravel cushion (6) and filler (2); ② Determine the performance index of the geogrid material, the performance index of the cement concrete of the reinforced protective panel (7), and the performance index of the reinforced protective panel (7) through experiments; ③ The engineering materials and technical specifications of the initially proposed retaining wall (5), filler (2), replacement filler (3), and roadbed and pavement (4); ④ Verify that the overall strength and stability of the highway embankment meet the requirements, calculate and verify the structural stress of the reinforced protective panel (7) using Formula 1, Formula 2, and Formula 3, and determine the engineering materials and technical indicators; Step 2: Clean the sediment layer at the bottom of the wet pond, replace the filler and construct the retaining wall ① Measure and lay out according to the design drawings and select the replacement filler (3); ② Mechanical equipment is brought into the site, temporary support for the wet pond is set up, water is pumped out, the sediment layer at the bottom of the wet pond is excavated from top to bottom, and waste soil is transported by sealed vehicles and piled according to regulations; ③ Excavate the retaining wall foundation and construct the retaining wall (5), with the quality meeting the design requirements; ④ Fill the replacement fill material (3) behind the retaining wall in layers and compact it mechanically to the designed density; Step 3: Fill the highway embankment ① The ground line (1) of the wet pond (9) is excavated into steps (11), and the topsoil and debris at the ground line are cleared; ② Fill the fill material (2) in the highway embankment in layers and compact it mechanically to the designed density; ③ The slope protection (71) and platform (72) of other side slope embankments (73) are compacted with a small machine or an excavator bucket; Step 4: Reinforced protective panels and platform construction ①Measure and stake out to determine the laying elevation of the gravel cushion layer (6): ② Excavate the filler inside the highway embankment on the platform side where the length of the geogrid needs to be extended. After the base is compacted with an excavator bucket, a gravel cushion layer (6) is filled together with the bottom of the reinforced protective panel (7). ③ Lay the slope protection formwork and platform formwork of the lowest slope embankment (74) in sections of 15m to 20m in the longitudinal direction of the highway embankment and fix them; ④ Cut the length of each geogrid equal to the design length × (98% to 99%), so that it can stretch (1% to 2%) under the action of the cement concrete mixture's deadweight and vibration force to generate prestress. That is, when the cement concrete solidifies, the geogrid reinforced with the protective panel is equivalent to a prestressed protective panel structure. According to the design drawings, the starting point, midpoint and end point of the geogrid along the curve or broken line of the slope protection, as well as the positions of the other intermediate points, are set out. On the slope protection formwork and platform formwork laid in sections, the height of the geogrid along the curve or broken line of the slope protection is determined along the longitudinal tension line of the highway embankment; ⑤ In each longitudinal template section of the highway embankment, geogrids (8) are laid in sections along the slope protection from bottom to top, and the overlap width of each geogrid is set to 50cm~100cm. The bottom geogrid is fixed to the vertical surface of the top of the retaining wall (5) with an inverted U-shaped soil nail (81): ⑥ The reinforced protective panel (7) is driven into an inverted U-shaped soil nail (81) or a Y-shaped soil nail (82) from bottom to top according to the position and height of the tension line: the contact point between the geogrid (8) and the gravel cushion (6) is fixed with an inverted U-shaped soil nail (81), and the rest of the geogrid is supported with a Y-shaped soil nail (82). When the initial curve height of the geogrid (8) is higher than the top height of the Y-shaped soil nail (82), the support point is tied with a thin wire; the highest point of the broken line geogrid needs to be strengthened with two adult-sized nails. The Y-shaped soil nails (82) support the geogrid, and the geogrid grid and the top of the Y-shaped soil nails (82) are tied with fine wire at the support. The geogrid at the platform is also driven into the inverted U-shaped soil nails (81) or Y-shaped soil nails (82) according to this process; the geogrid (8) is tightened on the side of the platform (72), and the geogrid (8) extending into the highway embankment is fixed with the inverted U-shaped soil nails (81); each geogrid is laid and fixed from bottom to top along the slope protection and from outside to inside along the platform; ⑦ Backfill the portion of the highway embankment where the geogrid (8) is extended and fixed, and compact the backfill with an excavator bucket; ⑧ Mix cement concrete according to the designed mix ratio, pour cement concrete with a pump truck, and compact the concrete with a plate vibrator; the water-cement ratio of the cement concrete and the plate vibrating force should not be too large to avoid defects in the pouring quality of the cement concrete (75); ⑨After the cement concrete has finally set, lay the geotextile and sprinkle water for maintenance; Step 5: Base and pavement construction ① Measure and stake out, determine the base elevation, spread cement concrete, compact it mechanically to the designed density, and maintain it to a qualified standard: ②Measure and stake out, determine the surface elevation, spread asphalt concrete, compact it mechanically to the designed density, and maintain it to a qualified standard; or construct a cement concrete surface layer and maintain it to a qualified standard; Step 6: Construction of protective panels on other slope embankments Other side embankments (73) are protected by gridded grass panels to prevent rainwater erosion.

2. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that The junction between the geogrid (8) and the platform (72) of the lowest level side slope embankment (74) needs to extend horizontally 1m to 2m toward the bottom of the platform into the highway embankment.

3. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that The curved geogrid (83) is a sine curve, a catenary curve, or a parabola, and a curve with an oblique half-wave length of 0.8m to 2.0m is selected depending on the softness of the curved geogrid (83).

4. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that The reinforced protective panel (7) is fixed to the lowest slope embankment (74) via a plurality of soil nails. The soil nails are divided into inverted U-shaped soil nails (81) and Y-shaped soil nails (82). The length of the soil nails is 40 cm to 50 cm.

5. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that The zigzag geogrid (84) is fixed only at the highest point by a Y-shaped soil nail (82) and at the lowest point by an inverted U-shaped soil nail (81).

6. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that A roadbed pavement (4) is arranged on the top of the highway embankment, and the silt in the wet pond (9) is removed from the highway embankment and replaced with a permeable filler (3).

7. The construction method of a reinforced protective panel structure for a wet pond embankment according to claim 1 is characterized in that The thickness of the gravel cushion layer (6) is 10 cm to 20 cm; the thickness of the reinforced protective panel (7) is 20 cm to 30 cm; and the width of the platform (72) is 0.8 m to 2 m.

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