Sandy soil foundation sluice anti-scour structure

Abstract

The utility model provides a sand foundation sluice anti-scour structure, and relates to the technical field of sluice engineering energy dissipation and scour prevention. According to the sand foundation water gate scour prevention structure, the reinforced concrete underground continuous scour prevention wall is arranged at the tail end of the apron, and the scour prevention wall plane is arranged in a pi shape to enclose the scour prevention groove and the river channel connecting section protection bottom, so that fine particles of a sand foundation are prevented from running off to the downstream in the scour pit forming process; the situation that the water gate safety is endangered due to the fact that the apron collapses due to the overhead bottom and further empties the gate chamber foundation is avoided; the apron adopts a roughened concrete structure, so that the residual energy behind the pool can be effectively dissipated, and meanwhile, the requirements of social development are met; a rockfill bottom protection connecting section with a slow gradient is arranged between the scour prevention groove and the downstream river channel, so that the river channel is further prevented from being scoured by turbulent swirling water flow formed near the scour prevention groove; in the scour prevention range, the riverway slope adopts the square-shaped concrete ridge to enclose the surface and is provided with the roughened anti-skid self-locking concrete precast blocks, so that the surplus energy of water flow can be effectively reduced, the scour to the river bank is reduced, and the stability of the bank slope is protected.

Description

Technical Field

[0001] This utility model relates to the field of energy dissipation and scour prevention technology for sluice gate engineering, specifically to a scour prevention structure for a sand-soil foundation sluice gate. Background Technology

[0002] Sluice gates are low-head hydraulic structures with the dual functions of water retention and discharge. Appropriate energy dissipation and scour prevention measures are necessary to protect their safety. Sluice gates often employ bottom-flow energy dissipation. The flow velocity at the bottom of the stilling basin is still relatively high, resulting in severe turbulence and a strong scouring effect on the riverbed. Therefore, scour prevention measures must be implemented downstream of the stilling basin to effectively dissipate the remaining kinetic energy of the water flow, making the flow smooth and evenly distributed, protecting the riverbed and banks from scouring, and simultaneously protecting upstream structures such as the gate chamber. Scour prevention measures often employ aprons and scour channels. Aprons dissipate most of the residual energy after the water flows through the stilling basin. The water flow at the end of the apron still retains some scouring capacity. Scour channels at the end of the apron are used to cover the upstream slope of a scour pit formed downstream, preventing it from expanding upstream and protecting the apron. However, for riverbed soils such as silt, fine sand, and light sandy loam, the erosion resistance is poor. During the formation of scour pits at the end of the canopy, fine sediment will be lost downstream. The canopy may collapse due to the lack of support at the bottom, which may endanger the safety of the upstream gate chamber. There are frequent cases of dangerous situations caused by improper anti-scour measures in sluice gates on sandy soil foundations. Therefore, the anti-scour structure of sluice gates on sandy soil foundations should be different from that on cohesive soil foundations. An anti-scour wall should be set between the canopy and the anti-scour channel to strengthen its anti-scour capacity and protect the safety of the sluice gate.

[0003] The following can be referenced: Chinese Utility Model Patent No. CN 203782664U, which discloses "Anti-scouring Structure for a Sandy Soil Foundation Sluice Gate", which includes, in sequence along the water flow direction, a marine riprap masonry section, a toothed wall, a marine dry masonry section, and an anti-scouring trough. The feature is that a steel sheet pile cutoff wall is provided between the marine dry masonry section and the anti-scouring trough.

[0004] With increasingly stringent environmental protection requirements, it is difficult to obtain boulders with the required particle size for erosion resistance. Furthermore, the high cost of manual installation and the slow construction speed of masonry seawalls have led to their decreasing application in engineering projects in recent years. The steel sheet pile cutoff wall disclosed in the patent announcement number CN203782664U suffers from poor soil retention stability and erosion resistance in deep scour pits due to the free cantilever structure of the steel sheet piles. Additionally, the limited depth of precast piles further complicates matters. Therefore, based on current social development requirements and the poor erosion stability of common cantilever sheet pile erosion walls, innovative improvements and developments are needed for sluice gate erosion control structures on sandy soil foundations to protect riverbeds and sluice gate safety. Utility Model Content

[0005] To address the shortcomings of existing technologies, this utility model provides a sand-based sluice gate anti-scour structure, which solves the problem of poor scour resistance of sand-based sluice gate foundations.

[0006] To achieve the above objectives, this utility model provides the following technical solution:

[0007] A sand-based sluice gate anti-scour structure, wherein the sand-based sluice gate anti-scour structure is connected to the stilling basin outlet and includes, in sequence along the water flow direction: a riprap, an anti-scour wall, an anti-scour channel, a bottom protection, and a riverbank slope;

[0008] The seawall is a concrete structure, divided into sections, with a roughened energy-dissipating concrete embankment on the surface and a two-way steel mesh laid on the surface layer;

[0009] The scour protection wall is a reinforced concrete underground continuous wall located at the end of the revetment. In plan, it is arranged in a π shape, spanning the river channel laterally and extending downstream at both ends of the transverse direction to the end of the bottom protection. It encloses the scour protection channel and the bottom protection. The top of the scour protection wall is rigidly connected to the adjacent revetment by a tension bar. The front section of the revetment block adjacent to the scour protection wall is equipped with a concrete anti-slip wall. The depth of the scour protection wall is the larger of the following two values: the riverbed scour depth at the end of the revetment + 1.0m and three times the depth of the scour protection channel.

[0010] The scour protection trench is a rockfill structure, immediately following the scour protection wall. It has a wide and shallow trapezoidal cross-section, with the top of the trench flush with the end of the seawall. The trench depth dc is 1.5m to 2.5m. The amount of rockfill per unit width of the scour protection trench, i.e., the area of ​​the trapezoidal cross-section W, is calculated as Ad. m A is an empirical coefficient, which is 3 to 4 for sandy soil foundations;

[0011] The bottom protection is a pile-rock structure;

[0012] Within the erosion prevention range, the riverbank slope is enclosed by a U-shaped concrete embankment with a roughened, anti-slip precast concrete block.

[0013] Preferably, the strength grade of the seafloor concrete is not less than C25, the thickness is 0.2m to 0.30m, and it is arranged to slope downstream at a gradient of not more than 1:10 m1; the diameter of the bidirectional steel mesh of the seafloor surface is 8mm to 12mm, the spacing is 0.15m to 0.20m, and the thickness of the concrete protective layer is 30mm.

[0014] Preferably, the length L of the seawall segment is 4.0m to 6.0m, a permanent joint is provided between adjacent segments, the joint width is 0.02m, and the joint is filled with polyethylene closed-cell board. Every two segments of the seawall are provided with a concrete toothed wall, the concrete toothed wall is 0.4 to 0.6m wide and 0.8 to 1.0m high.

[0015] Preferably, the seabed is provided with two layers of filter material, which consist of 0.1m thick medium-coarse sand and 0.1m thick gravel from bottom to top.

[0016] Preferably, the roughened energy dissipation concrete embankment is 0.5m to 0.8m wide and 0.1m to 0.2m high, arranged at 5.0m intervals along the water flow direction and continuously perpendicular to the water flow direction. The embankment is equipped with roughened energy dissipation beam reinforcement bars with a diameter of 8 to 12mm and a spacing of 0.15 to 0.2m. The concrete protective layer thickness is 30mm, and the U-shaped steel bars in the roughened energy dissipation beam reinforcement bars are inserted into the seawall by 0.1m.

[0017] Preferably, the concrete strength grade of the anti-slip wall is not less than C25, the wall thickness is not less than 0.6m, and the steel bars are configured according to the stress conditions. The tension bars are HRB400, the diameter of the steel bars is not less than 20mm, the spacing is 0.15-0.2m, and the anchorage length is not less than 1.0m; the concrete anti-slip wall is 0.8m wide and not less than 2.0m high.

[0018] Preferably, the riverbed scour depth d m It can be obtained from the following formula:

[0019]

[0020] In the formula: q m The unit width flow rate (m) at the end of the ocean canopy 2 / s;

[0021] v d The allowable flow velocity for the riverbed soil is m / s;

[0022] h m The water depth at the end of the seawall is m.

[0023] Preferably, the upstream and downstream slopes (m2) of the scour control channel are 1:3 to 1:4, and the side slopes (m4) are 1:2 to 1:3; the particle size (d) of the riprap in the scour control channel needs to meet the scour resistance requirements, d = 0.05V. 2 V represents the flow velocity at the end of the floodplain, and the particle size d of the riprap is not less than 0.3m; the scour trough is equipped with four layers of filter material, which, from bottom to top, consist of geotextile at 300-400g / m². 2 Medium-coarse sand thickness 0.15m~0.25m, gravel thickness 0.15m~0.25m, crushed stone thickness 0.15m~0.25m.

[0024] Preferably, the bottom protection is a rockfill bottom protection for the river channel connection section, with a rockfill thickness of 1.0m to 1.5m, a rockfill particle size of 0.3m to 0.5m, a slope ratio of 1:4 to 1:6 for the connection section, and the top horizontal section extending downstream for 5.0m to 8.0m.

[0025] Preferably, the riverbank slope protection within the corresponding riverbed erosion control measures area uses 0.10m to 0.15m thick self-locking precast concrete blocks with a 0.1m thick crushed stone cushion layer underneath, and the slope ratio m4 of the riverbank slope is not greater than 1:3;

[0026] The weight of each concrete self-locking precast block is not less than 65 kg, and anti-slip ribs with a height of 5 mm to 8 mm are provided on the surface.

[0027] A concrete cap is provided at the upper end of the river slope, a concrete foot groove is provided at the lower end, and concrete partition dikes are arranged at longitudinal intervals of 8.0 m to 15 m to form a "mouth"-shaped enclosed concrete self-locking precast block.

[0028] The utility model provides an anti-scouring structure for a sluice on sandy soil foundation. Compared with the prior art, it has the following beneficial effects:

[0029] In the utility model, the anti-scouring structure of the sluice on sandy soil foundation is provided with a reinforced concrete underground continuous anti-scouring wall at the end of the apron. The anti-scouring wall is arranged in a "π" shape on the plane to enclose the anti-scouring groove and the bottom protection of the river channel connection section, preventing the fine particles of the sandy foundation from flowing downstream during the formation of the scouring pit, avoiding the apron from collapsing due to bottom voiding and further hollowing out the foundation of the sluice chamber and endangering the safety of the sluice; the apron adopts a roughened concrete structure, which can effectively dissipate the remaining energy after the pool, and at the same time meet the needs of social development; a rockfill bottom protection connection section with a gentle slope is arranged between the anti-scouring groove and the downstream river channel to further prevent the turbulent rolling water flow formed near the anti-scouring groove from scouring the river channel; the river slope within the anti-scouring range is enclosed by a "mouth"-shaped concrete dike, and self-locking concrete precast blocks with roughened anti-slip surfaces are provided, which can effectively reduce the remaining energy of the water flow, reduce the scouring of the river bank, and protect the stability of the river bank slope. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] In order to more clearly illustrate the technical solutions in the embodiments of the present utility model or the prior art, the following will briefly introduce the drawings required to be used in the description of the embodiments or the prior art. Obviously, the following drawings are only some embodiments of the present utility model. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0031] Figure 1 It is the plan layout diagram of the anti-scouring structure of the sluice on sandy soil foundation in the embodiment of the present utility model.

[0032] Figure 2 For Figure 1 The sectional view of A-A in

[0033] Figure 3 For Figure 2 The partial enlarged view of

[0034] Figure 4 It is the assembly schematic diagram of the concrete self-locking precast block in the embodiment of the present utility model.

[0035] The attached diagram is labeled as follows: stilling basin 0, seawall 1, scour wall 2, scour channel 3, bottom protection 4, riverbank slope 5, roughened energy dissipation concrete embankment 6, roughened energy dissipation beam reinforcement 7, two-way steel mesh 8, permanent joint 9, concrete toothed wall 10, concrete anti-slip wall 11, tension bar reinforcement 12, two layers of reverse filter material 13, four layers of reverse filter material 14, concrete capping 15, concrete foot groove 16, concrete partition 17, concrete self-locking precast block 18. Detailed Implementation

[0036] To make the objectives, technical solutions, and advantages of the embodiments of this utility model clearer, the technical solutions in the embodiments of this utility model are described clearly and completely. Obviously, the described embodiments are only some embodiments of this utility model, not all embodiments. Based on the embodiments of this utility model, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of this utility model.

[0037] This application provides a sand-based sluice gate anti-scour structure, which solves the problem of poor scour resistance of sand-based sluice gate foundations.

[0038] To better understand the above technical solutions, the following will provide a detailed explanation of the technical solutions in conjunction with the accompanying drawings and specific implementation methods.

[0039] Example 1:

[0040] like Figure 1 , Figure 2 As shown, this utility model provides a sand-based sluice gate anti-scour structure, which is connected to the outlet of the stilling basin 0 and includes, in sequence along the water flow direction: a seawall 1, an anti-scour wall 2, an anti-scour channel 3, a bottom protection 4, and a riverbank slope 5.

[0041] The seawall 1 is a roughened concrete seawall, 0.20m to 0.30m thick, with a concrete strength grade of not less than C25, and is arranged sloping downstream at a gradient m1 not steeper than 1:10. To prevent deformation cracks caused by uneven foundation settlement, temperature differences, and other factors, the segment length L of seawall 1 is 4.0m to 6.0m, and a permanent joint 9 with a width of 0.02m is set between adjacent segments. The joint is filled with polyethylene closed-cell board. The surface layer of seawall 1 is laid with a two-way HRB400 steel mesh 8, with a steel diameter of 8mm to 12mm and a spacing of 0.15m to 0.2m. The concrete protective layer thickness is 30mm. To improve the energy dissipation effect, a roughened energy dissipation concrete embankment 6 with a width of 0. The embankment is 5m to 0.8m high and 0.1m to 0.2m wide, arranged at intervals perpendicular to the water flow direction and 5.0m apart at the center in the direction of water flow. HRB400 roughened energy dissipation beam steel bars 7 are installed inside the embankment, with a diameter of 8mm to 12mm and a spacing of 0.15m to 0.2m. The concrete protective layer thickness is 30mm. The U-shaped steel bars in the roughened energy dissipation beam steel bars 7 are inserted into the seawall 1 by 0.1m. The seawall 1 is provided with concrete toothed walls 10 at intervals of 2 blocks to improve the anti-slip stability of the seawall 1 structure. The concrete toothed walls 10 are 0.4m to 0.6m wide and 0.8m to 1.0m high. Two layers of reverse filter material 13 are provided below the seawall 1, which are 0.1m thick medium-coarse sand and 0.1m thick crushed stone from bottom to top.

[0042] The scour protection wall 2 is a reinforced concrete diaphragm wall located at the end of the embankment 1. In plan view, it is arranged in a "π" shape, horizontally spanning the river channel and longitudinally extending downstream from both ends to the end of the retaining wall 4. It encloses the scour protection channel 3 and the retaining wall 4 to protect the embankment 1 and riverbank slope 5 when scour pits form. The concrete strength grade of the scour protection wall 2 is not less than C25, and the wall thickness is not less than 0.6m. Reinforcing steel is configured according to the stress conditions. To improve the safety and stability of the scour protection wall 2, control the displacement of the top of the wall, and improve its stress conditions, the top of the wall is rigidly connected to the adjacent embankment 1 segment. HRB400 grade tension bars 12 have a diameter of not less than 20mm, a spacing of 0.15-0.2m, and an anchorage length of not less than 1.0m. A concrete anti-slip wall 11 is installed at the front section of the adjacent embankment 1 segment, with a width of 0.8m and a height of not less than 2.0m. The depth (m) of the scour protection wall 2 is taken as the scour depth d of the riverbed at the end of the embankment 1. m +1.0(m) and anti-scouring groove 3 groove depth d c The larger of the two, three times, d m It can be obtained from the following formula:

[0043]

[0044] In the formula: q m The unit width flow rate at the end of Haiman 1 (m 2 / s), v d For the allowable non-scouring flow velocity (m / s) of the riverbed soil, h m The depth at the end of the seawall 1 (m).

[0045] The anti-scour trough 3 is a rockfill anti-scour trough, which is arranged immediately following the anti-scour wall 2. The anti-scour trough 3 has a wide and shallow trapezoidal cross-section, and the trough top is flush with the end of the filter apron 1. The height difference between the trough top and the trough bottom in the sandy soil foundation, that is, the trough depth d c is 1.5 m to 2.5 m. The upstream and downstream slopes m2 of the anti-scour trough 3 are 1:3 to 1:4, and the two side slopes m4 are 1:2 to 1:3. The single-width rockfill volume (trapezoidal cross-sectional area) W of the anti-scour trough 3 = Ad m , where A is an empirical coefficient, and for sandy soil foundation, it is 3 to 4; the rockfill particle size d (m) in the anti-scour trough 3 needs to meet the anti-scour requirement, d = 0.05V 2 , where V is the water flow velocity at the end of the filter apron 1 (m 2 / s), and the rockfill particle size d is not less than 0.3 m. Four layers of filter materials 14 are arranged under the anti-scour trough 3 to protect soil and allow water to permeate. From bottom to top, they are geotextile (300 - 400 g / m 2 ), medium coarse sand with a thickness of 0.2 m, pea gravel with a thickness of 0.2 m, and crushed stone with a thickness of 0.2 m.

[0046] The bottom protection 4 is a rockfill bottom protection for the river connecting section. The rockfill thickness is 1.0 m to 1.5 m, the rockfill particle size is 0.3 m to 0.5 m, the slope ratio m3 of the connecting section is 1:4 to 1:6, and the top horizontal section extends 5.0 m to 8.0 m downstream.

[0047] For the river slope 5, in the range of the anti-scour measures corresponding to the river bottom, the slope protection adopts C25 concrete self-locking precast blocks 18 with a thickness of 0.10 m to 0.12 m, and a 0.1 m thick crushed stone cushion layer is arranged below. The slope ratio m4 of the river slope 5 is determined according to slope stability and is not greater than 1:3. The structure of the C25 concrete self-locking precast block 18 is shown in Figure 3 , the weight of a single block is not less than 65 kg, and anti-slip and anti-abrasion strips with a protrusion height of 5 mm to 8 mm are arranged on the surface; at the upper end of the river slope 5, there is a C25 concrete cap 15 (width 0.4 m × height 0.6 m), and a C25 concrete foot trough 16 (width 0.5 m × height 0.8 m) is arranged below. A C25 concrete partition 17 (width 0.4 m × height 0.6 m) is arranged longitudinally every about 10 m, forming a "mouth"-shaped enclosed concrete precast block to ensure the stability of the river slope 5.

[0048] Example 2:

[0049] The flood inlet sluice of the Shouxihu flood detention area in the Huaihe River is a large sluice, and the designed flood inlet flow is 2000 m 3The sluice gate is an open, flat-bottomed structure with 17 openings, each with a net width of 12.0m and a total net width of 204.0m. The sluice gate foundation rests on silty loam and fine sand. The sluice chamber sill elevation is 19.0m, the upstream and downstream channel bottom elevations are 19.0m and 18.5m respectively, the initial width of the Haiman 1 channel is 240.0m and the elevation is 16.9m, and the final width is 258.0m and the elevation is 14.9m. Under flood control conditions, the upstream water level is 26.05m and the downstream water level is 25.95m; under energy dissipation and scour prevention conditions, the upstream water level is 26.5m and the downstream water level is 19.0m. The anti-scour structure after the stilling basin 0 of the sluice gate consists of, in sequence along the water flow direction, the sea wall 1, the reinforced concrete underground continuous anti-scour wall 2, the anti-scour channel 3, the bottom protection 4, and the riverbank slope 5 within the corresponding riverbed anti-scour measures range. After the sluice gate was built and put into use, no cracks occurred in the structure, the energy dissipation effect was good, and no obvious scour damage occurred in the downstream riverbed and bank slope. The sluice gate is operating safely.

[0050] See Figure 1 and Figure 2 A sand-foundation sluice gate anti-scour structure includes, in sequence along the water flow direction from the stilling basin outlet (0), a sheave wall (1), an anti-scour wall (2), an anti-scour channel (3), a bottom protection structure (4), and the riverbank slope (5) within the corresponding riverbed anti-scour measures area. See also... Figure 1 and Figure 2 The seawall 1 is 0.3m thick and slopes downstream at a gradient of 1:25 (m1). Seawall 1 is 60.0m long along the water flow direction, with each section L being 5.0m long. Permanent joints 9, 0.02m wide, are provided between adjacent sections and filled with closed-cell polyethylene boards. The surface layer of seawall 1 is covered with a two-way HRB400 steel mesh 8, with 12mm diameter bars spaced 0.2m apart. The concrete protective layer is 30mm thick. To improve energy dissipation, a roughened concrete embankment 6, 0.8m wide and 0.1m high, is installed on the surface of seawall 1, perpendicular to the water flow direction. The structure is arranged in a 5.0m center-to-center distance along the water flow direction. HRB400 roughened energy dissipation beams 7 are installed inside the embankment, with a diameter of 10mm and a spacing of 0.2m. The concrete protective layer thickness is 30mm. The U-shaped steel bars in the roughened energy dissipation beams 7 are inserted into the seawall 1 by 0.1m. Concrete toothed walls 10 are installed under the seawall 1 at intervals of 2 blocks to improve the anti-slip stability of the concrete seawall 1 structure. The concrete toothed walls 10 are 0.5m wide and 0.8m high. Two layers of filter material 13 are installed under the seawall 1, from bottom to top: 0.1m thick medium-coarse sand and 0.1m thick crushed stone.

[0051] See Figure 1 and Figure 2A continuous underground scour wall 2, constructed of C25 reinforced concrete, is located at the end of the revetment 1. In plan view, it is arranged in a "π" shape, horizontally spanning the river channel and longitudinally extending downstream at both ends to the end of the retaining wall 4, enclosing the scour channel 3 and the retaining wall 4 to protect the revetment 1 and the riverbank slope 5. The scour wall 2 is 0.6m thick. Based on structural calculations for stress conditions, it is configured with vertical reinforcing bars of 18mm diameter and 0.2m spacing, and horizontal reinforcing bars of 14mm diameter and 0.2m spacing. To improve the safety and stability of the scour wall 2, control the displacement of the top of the wall, and improve its stress conditions, the top of the wall is rigidly connected to the adjacent revetment 1 section. HRB400 grade tension bars 12 are 22mm in diameter, spaced 0.2m apart, and have an anchorage length of 1.2m. A concrete anti-slip wall 11, 0.8m wide and 2.0m high, is installed at the front section of the adjacent revetment 1 section. The depth (m) of the scour wall 2 is taken as the scour depth d of the riverbed at the end of the revetment 1. m +1.0 (m) and a depth d not less than 3 grooves for the anti-scouring groove c The larger of the two values ​​is 3 times the scour depth d. m The depth of the trench is 8.5m and the depth of the trench is d. c The height is 2.5m, and the depth of the second anti-collision wall is 10.0m.

[0052] See Figure 1 and Figure 2 The anti-scour channel 3 is located behind the anti-scour wall 2. The anti-scour channel 3 has a wide and shallow trapezoidal cross section. The top of the channel is flush with the end of the seawall 1, and the depth of the channel is d. c The length is 2.5m. The upstream and downstream slope ratio (m2) of the scour control channel 3 is 1:4, and the side slope ratio (m4) is 1:3. According to the calculation, the volume of rockfill per unit width of the scour control channel 3 (trapezoidal cross-sectional area) is 42.0m³. 3 / m, therefore the bottom width of the trench is 10.0m and the top width is 24.0m; the particle size d (m) of the riprap in the scour control trench 3 needs to meet the scour resistance requirements, and according to the calculation, the particle size d of the riprap is 0.3m to 0.5m. Four layers of filter material 14 are installed under the scour control trench 3 to retain soil and allow water to pass through, from bottom to top: geotextile (350g / m²). 2 ), medium-coarse sand 0.2m thick, gravel 0.2m thick, crushed stone 0.2m thick.

[0053] See Figure 1 and Figure 2 The anti-scouring channel 3 and the downstream riverbed protection 4 are 0.8m to 1.0m thick, with 0.3m to 0.5m riprap particle size. The slope ratio of the connecting section m3 is 1:6, and the top horizontal section extends 5.0m downstream.

[0054] See Figure 1 The riverbank slope 5, within the corresponding riverbed erosion control area, utilizes 0.12m thick C25 concrete self-locking precast blocks 18, with a 0.1m thick crushed stone cushion layer underneath. The slope ratio m4 of riverbank slope 5 is determined to be 1:3 based on slope stability. The structure of the C25 concrete self-locking precast blocks is shown in [details omitted]. Figure 3, the single-piece weight is not less than 65 kg, and anti-slip ribs with a protrusion height of 6 mm are provided on the surface; at the upper end of the slope protection 5, a C25 concrete cap 15 (width 0.4 m × height 0.6 m) is provided, and a C25 concrete foot groove 16 (width 0.5 m × height 0.8 m) is provided below. A C25 concrete partition ridge 17 (width 0.4 m × height 0.6 m) is provided every about 10 m longitudinally to form a "mouth" - shaped enclosed concrete precast block to ensure the stability of the slope protection. <000(0165>In this way, in this embodiment, by setting a reinforced concrete underground continuous anti - erosion wall 2 at the end of the apron 1, it prevents the fine particles of the sandy foundation from flowing downstream during the formation of the scouring pit, avoiding the apron 1 from collapsing due to bottom voiding and further hollowing out the foundation of the sluice chamber, thus endangering the safety of the sluice; using the rough - textured concrete structure of the apron 1 can effectively dissipate the remaining energy after the pool, and at the same time meet the needs of social development; a connection section of a rock - filled bottom protection 4 with a gentle slope is set between the anti - erosion trough 3 and the downstream river channel to further prevent the turbulent rolling water flow formed near the anti - erosion trough 3 from scouring the river channel; for the river slope 5 within the anti - erosion range, a "mouth" - shaped concrete ridge is used for enclosure, and self - locking concrete precast blocks with rough - textured anti - slip surfaces are provided on the surface, which can effectively reduce the remaining energy of the water flow, reduce the scouring of the river bank, and protect the stability of the bank slope.

[0056] The utility model provides a complete set of anti - erosion structures for sluices on sandy soil foundations, effectively solving the problem of sluice scouring on sandy soil foundations, protecting the safety of structures such as the apron and the upstream sluice chamber, accelerating the construction progress, reducing the length of the apron, saving project investment, and at the same time meeting the needs of social development, being environmentally friendly and economical.

[0057] In summary, compared with the prior art, the utility model has the following beneficial effects:

[0058] 1. In the embodiment of the utility model, the anti - erosion structure of the sluice on the sandy soil foundation sets a reinforced concrete underground continuous anti - erosion wall at the end of the apron. In the plane, it is arranged in a "π" - shaped enclosure to seal the anti - erosion trough and the bottom protection of the river channel connection section, preventing the fine particles of the sandy foundation from flowing downstream during the formation of the scouring pit, avoiding the apron from collapsing due to bottom voiding and further hollowing out the foundation of the sluice chamber and endangering the safety of the sluice; the apron adopts a rough - textured concrete structure, which can effectively dissipate the remaining energy after the pool, and at the same time meet the needs of social development; a connection section of a rock - filled bottom protection with a gentle slope is set between the anti - erosion trough and the downstream river channel to further prevent the turbulent rolling water flow formed near the anti - erosion trough from scouring the river channel; for the river slope within the anti - erosion range, a "mouth" - shaped concrete ridge is used for enclosure, and self - locking concrete precast blocks with rough - textured anti - slip surfaces are provided on the surface, which can effectively reduce the remaining energy of the water flow, reduce the scouring of the river bank, and protect the stability of the bank slope.

[0059] 2. By comprehensively adopting the above measures, it effectively solves the problem of sluice scouring on sandy soil foundations, protects the safety of structures such as the apron and the upstream sluice chamber, accelerates the construction progress, reduces the length of the apron, saves project investment, and at the same time meets the needs of social development, being environmentally friendly and economical.

[0060] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0061] The above embodiments are only used to illustrate the technical solutions of this utility model, and are not intended to limit it. Although this utility model has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this utility model.

Claims

1. A sand-foundation sluice gate anti-scour structure, characterized in that, The sand-soil foundation sluice gate anti-scour structure, which is connected to the outlet of the stilling basin (0) along the water flow direction, includes, in sequence: seawall (1), anti-scour wall (2), anti-scour channel (3), bottom protection (4), and riverbank slope (5); The seawall (1) is a concrete structure, divided into blocks, with a roughened energy-dissipating concrete embankment (6) on the surface and a two-way steel mesh (8) laid on the surface layer; The anti-scour wall (2) is a reinforced concrete underground continuous wall located at the end of the seawall (1). In plan, it is arranged in a π shape, which spans the river channel laterally and extends downstream at both ends of the transverse direction to the end of the bottom protection (4), enclosing the anti-scour channel (3) and the bottom protection (4). The top of the anti-scour wall is rigidly connected to the adjacent seawall (1) by a tension bar (12). The front section of the seawall (1) adjacent to the anti-scour wall (2) is equipped with a concrete anti-slip wall (11). The depth of the anti-scour wall (2) is the larger of the riverbed scour depth at the end of the seawall (1) + 1.0m and the depth of the anti-scour channel (3). The scour protection channel (3) is a rockfill structure, located immediately after the scour protection wall (2). It has a wide and shallow trapezoidal cross-section, with the top of the channel flush with the end of the seawall (1). The channel depth dc is 1.5m to 2.5m. The amount of rockfill per unit width of the scour protection channel (3), i.e., the area of ​​the trapezoidal cross-section W = Ad m A is an empirical coefficient, which is 3 to 4 for sandy soil foundations; The bottom protection (4) is a rockfill structure; The riverbank slope (5) within the erosion prevention range is enclosed by a U-shaped concrete embankment with a roughened, anti-slip concrete self-locking precast block (18) on the surface.

2. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The concrete strength grade of the seawall (1) is not less than C25, the thickness is 0.2m to 0.30m, and it is arranged to slope downstream at a gradient of not more than 1:10 m1; the two-way steel mesh (8) of the surface layer of the seawall (1) has a steel diameter of 8mm to 12mm, a spacing of 0.15m to 0.20m, and a concrete protective layer thickness of 30mm.

3. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The length L of the seawall (1) is 4.0m to 6.0m. A permanent joint (9) is provided between adjacent sections, with a joint width of 0.02m. The joint is filled with polyethylene closed-cell board. A concrete toothed wall (10) is provided under every two sections of the seawall (1). The concrete toothed wall (10) is 0.4 to 0.6m wide and 0.8 to 1.0m high.

4. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The seawall (1) is provided with two layers of filter material (13) below it. The two layers of filter material (13) consist of 0.1m thick medium and coarse sand and 0.1m thick gravel from bottom to top.

5. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The roughened energy dissipation concrete embankment (6) is 0.5m to 0.8m wide and 0.1m to 0.2m high, and is arranged at intervals of 5.0m along the water flow direction and continuously perpendicular to the water flow direction. The embankment is equipped with roughened energy dissipation beam reinforcement (7) with a diameter of 8 to 12mm and a spacing of 0.15 to 0.2m. The concrete protective layer thickness is 30mm. The U-shaped reinforcement in the roughened energy dissipation beam reinforcement (7) is inserted into the seawall (1) by 0.1m.

6. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The anti-slip wall (2) has a concrete strength grade of not less than C25 and a wall thickness of not less than 0.6m. Reinforcing bars are configured according to the stress conditions. The tension bar reinforcing bars (12) are HRB400 with a diameter of not less than 20mm, a spacing of 0.15~0.2m, and an anchorage length of not less than 1.0m. The concrete anti-slip wall (11) has a wall width of 0.8m and a height of not less than 2.0m.

7. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, Riverbed scour depth d m It can be obtained from the following formula: In the formula: q m For the flow rate m at the end of the sea (1) 2 / s; v d The allowable flow velocity for the riverbed soil is m / s; h m The water depth at the end of the sea (1) is m.

8. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The upstream and downstream slopes (m2) of the scour control channel (3) are 1:3 to 1:4, and the slopes (m4) on both sides are 1:2 to 1:3; the particle size d of the riprap in the scour control channel (3) must meet the scour resistance requirements, d = 0.05V. 2 V is the flow velocity at the end of the seawall (1), and the particle size d of the riprap is not less than 0.3m; the anti-scour trough (3) is provided with four layers of reverse filter material (14), and the four layers of reverse filter material (14) are geotextile 300~400g / m from bottom to top. 2 Medium-coarse sand thickness 0.15m~0.25m, gravel thickness 0.15m~0.25m, crushed stone thickness 0.15m~0.25m.

9. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The bottom protection (4) is a rockfill bottom protection for the river channel connection section. The rockfill thickness is 1.0m to 1.5m, the rockfill particle size is 0.3m to 0.5m, the slope ratio of the connection section is 1:4 to 1:6, and the top horizontal section extends downstream for 5.0m to 8.0m.

10. The sand-foundation sluice gate anti-scour structure as described in claim 1, characterized in that, The riverbank slope (5) within the corresponding riverbed erosion prevention measures area uses 0.10m to 0.15m thick self-locking precast concrete blocks (18) and a 0.1m thick crushed stone cushion layer underneath. The slope ratio m4 of the riverbank slope (5) is not greater than 1:

3. The self-locking precast concrete block (18) weighs no less than 65kg per block, and the surface is provided with roughened anti-slip strips with a protrusion height of 5mm to 8mm. The upper end of the riverbank slope (5) is capped with concrete (15), and the lower end is provided with concrete foot trough (16). Concrete partitions (17) are set at longitudinal intervals of 8.0m to 15m to form a U-shaped enclosed concrete self-locking precast block (18).

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