Construction method for reconstructing flood control embankment into separated road

Abstract

The application provides a construction method for transforming a flood control embankment into a separated road, and belongs to the technical fields of embankment reinforcement and roads. The construction method for transforming a flood control embankment into a separated road can solve the problems of soft soil embankment bearing capacity and seepage stability, prevent and treat the hidden danger of flood control embankment leakage caused by the deformation of the embankment structure due to uneven settlement of the soft soil embankment. The construction method for transforming a flood control embankment into a separated road can utilize the limited urban waterfront space, and has the dual functions of reinforcing the flood control embankment and widening the riverside road, thereby achieving remarkable economic benefits. The construction method for transforming a flood control embankment into a separated road can effectively solve the problem of the existing flood control embankment blocking pedestrians from entering the riverside park by arranging a through embankment channel in the flood control embankment, thereby meeting the needs of citizens for water contact while avoiding the traffic hidden danger of pedestrians crossing the embankment.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of embankment reinforcement and road, and more particularly relates to a construction method for transforming a flood control embankment into a separated road. BACKGROUND

[0002] In recent years, with the economic development and population growth of cities along the river, the safety level and flood control standard of the city are continuously improved, and many early built flood control embanks cannot meet the city flood control requirements. In addition, the backwater side of the city flood control embankment is usually built with a city road for traffic relief in the area along the river. As the core area of city development, the early built city road in the area along the river cannot meet the increasing traffic demand, and vehicle congestion occurs frequently. Therefore, many cities along the river are faced with the dual problems of embankment upgrading and reinforcement and the widening and reconstruction of the river road.

[0003] Due to the insufficient reserved space in the early city planning and other historical reasons, the city river bank and space layout are very compact, resulting in limited construction conditions of the flood control embankment reinforcement and the river road widening, and mutual restriction. The existing embankment and road combination technology usually adopts the embankment top widening method, which needs to raise the existing river road to the same height as the top of the flood control embankment, resulting in that the river road is 4-5m higher than the original ground, which not only blocks the water-loving channel of the citizens into and out of the beach park, but also needs to raise the intersecting roads along the river to intersect with the river road, becoming a new problem of restricting the travel of pedestrians and vehicles behind the embankment. SUMMARY

[0004] The present application aims to provide a construction method for transforming a flood control embankment into a separated road, to solve the problems that the road structure constructed by the existing embankment and road combination technology cannot meet the dual demands of flood control embankment reinforcement and river road widening, cannot meet the water-loving demand of citizens into and out of the beach park, and restricts the travel of pedestrians and vehicles behind the embankment.

[0005] To achieve the above-mentioned purpose, the present application provides a construction method for transforming a flood control embankment into a separated road, comprising the following steps:

[0006] S1, excavate the flood control embankment to the existing ground, and perform mixing pile reinforcement construction on the soft soil embankment below the right side pavement structure, the bearing capacity of the composite foundation after reinforcement is not less than 150kPa; simultaneously, perform shallow replacement on the soft soil embankment below the left side pavement structure with gravel soil layer, and the bearing capacity of the foundation after replacement is not less than 120kPa;

[0007] S2, measure and lay out, position the axis of the anti-seepage wall, after offsetting the axis position to both sides to leave a clearance, use an excavator to excavate the guide wall and perform manual bottom cleaning construction, the guide wall is higher than the ground by not less than 100mm; after the guide wall is formed, set a transverse wooden frame support in front of the wall for reinforcement, and tamp the backfill soil behind the wall;

[0008] S3, excavating and slotting on the front side of the guide wall, cleaning the hole, using mud to fix the wall during the slotting process, and simultaneously pouring the construction of the diaphragm wall with plastic concrete;

[0009] S4, after the strength of the mixing pile and the diaphragm wall reaches the standard, laying a concrete cushion on the top thereof to level;

[0010] S5, pouring the main structure of the embankment-penetrating channel and the U-shaped groove structure on both sides on the concrete cushion; simultaneously laying the left pavement structure and municipal supporting facilities, so that the left pavement structure is level with the land behind the embankment;

[0011] S6, after the embankment-penetrating channel is formed, filling the cohesive soil layer to the design elevation of the top of the roadbed according to the specification requirements above the channel;

[0012] S7, laying the right pavement structure and municipal supporting facilities above the cohesive soil layer.

[0013] Further, the mixing pile is a cement-soil mixing pile or a high-pressure rotary jet pile, the pile diameter of the mixing pile is 600-800 mm, and the pile spacing is 1300-1500 mm; the mixing piles are arranged in multiple rows in parallel, and the adjacent three of the mixing piles in the two adjacent rows are arranged in an equilateral triangle, and the mixing piles penetrate the soft soil layer into the bearing layer by more than 1000 mm.

[0014] Further, the gravel soil layer is a mixture of graded gravel and clay in a ratio of 7:3.

[0015] Further, the guide wall comprises two symmetrically arranged inverted L-shaped reinforced concrete plates.

[0016] Further, the wooden frame supports are arranged in multiple rows from bottom to top on the inner side of the guide wall, and the adjacent two rows of wooden frame supports are arranged in a staggered manner.

[0017] Further, the top elevation of the diaphragm wall is higher than the design flood level by more than 500 mm, the bottom of the diaphragm wall penetrates the water-permeable layer and enters the water-impermeable layer by more than 1000 mm; the material of the diaphragm wall is plastic concrete, the density of the plastic concrete is not less than 2100 kg / m 3 , the total amount of cementitious material is not less than 240 kg / m 3 , the amount of cement is not less than 80 kg / m 3 , the amount of bentonite is not less than 40 kg / m 3 , and the sand ratio is not less than 45%; the compressive strength of the diaphragm wall is not less than 5.0 MPa, and the permeability coefficient is not greater than 1x10 -7 cm / s.

[0018] Further, the through-dike passage comprises a passage bottom plate, a passage top plate and passage side walls on both sides, the U-shaped groove comprises a first U-shaped groove and a second U-shaped groove, and the through-dike passage is connected with the first U-shaped groove and the second U-shaped groove respectively.

[0019] Further, a gate groove for installing a gate is reserved during construction of the through-dike passage, the gate is arranged on the water-approaching side of the through-dike passage, and the second U-shaped groove is arranged on the water-approaching side of the gate.

[0020] Further, the through-dike passage comprises a plurality of box-type structures connected in series, and a deformation joint is reserved between adjacent two box-type structures.

[0021] Further, a cover plate trench is constructed on the side of the right-side road surface structure close to the left-side road surface structure, the cover plate trench is used for collecting road surface rainwater of the right-side road surface structure, and the horizontal slopes of the left-side road surface structure and the right-side road surface structure are both inclined towards the backwater side of the flood control dike.

[0022] Compared with the prior art, the present application has the following technical effects:

[0023] The construction method for reconstructing a flood control dike into a separated road of the present application reduces the left-side road surface to make it flat with the land behind the dike, solves the actual problem that the height difference between the existing dike-road combination and the land behind the dike leads to poor traffic connection, in addition, the construction of the soft soil dike foundation below the right-side road surface by using the mixing pile reinforcement and the construction of the anti-seepage wall can solve the problems of the bearing capacity and seepage stability of the soft soil dike foundation, and prevent the hidden danger that the deformation of the through-dike structure caused by the uneven settlement of the soft soil dike foundation leads to the leakage of the flood control dike. The construction method for reconstructing a flood control dike into a separated road of the present application can utilize the limited urban waterfront space, and has the dual effects of reinforcing the flood control dike and widening the riverfront road, thus having significant economic benefits. The construction method for reconstructing a flood control dike into a separated road of the present application can effectively solve the problem that the existing flood control dike blocks pedestrians from entering the beach park, and meets the needs of the public for water activities while avoiding the traffic hazards of pedestrians crossing the dike. BRIEF DESCRIPTION OF DRAWINGS

[0024] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without any creative labor.

[0025] Figure 1This is a schematic diagram of the overall structure of a flood control dike converted into a separated road structure, provided by an embodiment of the present invention.

[0026] Figure 2 for Figure 1 A schematic diagram of the floor plan layout;

[0027] Figure 3 This is a schematic diagram of the structure of the seepage barrier wall and guide wall provided in an embodiment of the present invention;

[0028] Figure 4 for Figure 1 Schematic diagram of the cross-sectional structure of the tunnel through the embankment;

[0029] Figure 5 for Figure 1 A schematic diagram of the cross-sectional structure of the first U-shaped groove in the middle;

[0030] Figure 6 for Figure 1 A schematic diagram of the expansion joint structure.

[0031] The following are the labeling elements in the figure:

[0032] 1. Flood control dike, 2. Mixing piles, 3. Anti-seepage wall, 31. Guide wall, 32. Timber support, 4. Through-dike passage, 41. Subbase, 42. Passage bottom slab, 43. Passage top slab, 44. Passage side wall, 45. U-shaped channel, 451. First U-shaped channel, 452. Second U-shaped channel, 46. Expansion joint, 461. External waterstop, 462. Steel-edged rubber waterstop, 463. Joint filler, 464. PE foam rod, 465. Joint sealant, 47. Gate, 5. Crushed stone soil layer, 6. Left lane road structure, 61. Left lane sidewalk, 62. Left lane motor vehicle lane, 7. Cohesive soil layer, 8. Right lane road structure, 81. Right lane motor vehicle lane, 82. Right lane sidewalk, 9. Covered ditch. Detailed Implementation

[0033] To make the technical problem to be solved, the technical solution, and the beneficial effects of the present invention clearer, the present invention will be further described in detail below with reference to embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present invention and are not intended to limit the present invention.

[0034] It should be understood that in various embodiments of the present invention, the order of the above-mentioned processes does not imply the order of execution. Some or all steps may be executed in parallel or sequentially. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present invention.

[0035] The terminology used in the description of the application herein is for the purpose of describing particular embodiments only and is not intended to be limiting thereof. As used in the description of the application and the appended claims, the singular forms "a", "an" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.

[0036] The terms "first", "second", "third", etc. are used only for the purpose of description and to distinguish one object from another, and are not intended to indicate or imply relative importance or a number of indicated technical features. For example, the first XX can also be referred to as the second XX, and similarly, the second XX can also be referred to as the first XX, without departing from the scope of the embodiments of the application. Therefore, the features defined with "first", "second" can explicitly or implicitly include one or more of the features.

[0037] The embodiments of the application provide a construction method for transforming a flood control embankment into a separated road, and a separated road structure obtained by the construction method, as shown in Figures 1-6 The construction method comprises the following steps:

[0038] S1, excavate the flood control embankment 1 to the present ground surface, perform mixing pile 2 reinforcement construction on the soft soil embankment foundation under the right side pavement structure 8, and the bearing capacity of the composite foundation after reinforcement is not less than 150kPa; simultaneously, perform shallow replacement of the gravel soil layer 5 on the soft soil embankment foundation under the left side pavement structure 6, and the bearing capacity of the foundation after replacement is not less than 120kPa;

[0039] In this step, specifically, the gravel soil layer 5 can be graded gravel mixed with clay at a ratio of 7:3, and the shallow replacement and compaction of the gravel soil layer 5 is performed within the depth range of 800mm of the roadbed, and the bearing capacity of the foundation after replacement is not less than 120kPa. The mixing pile 2 can be a cement-soil mixing pile or a high-pressure jet grouting pile, the pile diameter of the mixing pile 2 is 600-800mm, and the pile spacing is 1300-1500mm; the mixing pile 2 can be arranged in multiple rows in parallel, and the adjacent three in the adjacent two rows of mixing piles 2 are arranged in an equilateral triangle, and the mixing pile 2 penetrates the soft soil layer into the bearing stratum by more than 1000mm, so that the bearing capacity of the composite foundation after reinforcement is not less than 150kPa.

[0040] S2, measure and lay out, position the axis of the anti-seepage wall 3, after offsetting to the left and right according to the axis position to leave a clearance, use an excavator to excavate the guide wall 31 and perform manual bottom cleaning construction, the top of the guide wall 31 is higher than the ground surface by not less than 100mm, so as to prevent ground water from flowing into the groove and polluting the mud; after the guide wall 31 is formed, a transverse wooden frame support 32 is arranged in front of the guide wall 31 for reinforcement, and the backfill soil of the wall is tamped;

[0041] In this step, specifically, the guide wall 31 includes two symmetrically arranged inverted L-shaped reinforced concrete plates, that is, the guide wall 31 adopts an inverted L-shaped “┓┏” cast-in-place reinforced concrete structure, which is poured with C30 reinforced concrete material, the height of the guide wall 31 can be 1500 mm, the inner spacing of the guide wall 31 is greater than the thickness of the cutoff wall 3 by 100 mm, the vertical rib plate thickness of the guide wall 31 can be 200 mm, and the horizontal rib plate thickness can be 200 mm. The parallelism error of the inner wall surface of the guide wall 31 to the longitudinal axis of the cutoff wall 3 can be ±10 mm, the spacing error of the inner and outer guide walls 31 can be ±10 mm, the perpendicularity error of the inner wall surface can be 5‰, and the flatness of the inner wall surface of the guide wall 31 can be 3 mm.

[0042] The wooden frame supports 32 can be arranged in multiple rows from bottom to top in front of the guide wall 31, and adjacent two rows of wooden frame supports 32 are arranged in a staggered manner. Figure 3 As shown in the figure, two rows of wooden frame supports 32 are arranged from bottom to top in front of the guide wall 31, the length of each wooden frame support 32 can be 500 mm, the cross section of the wooden frame support 32 is a rectangle with a size of 100*100 mm, the spacing between the upper and lower two wooden frame supports 32 is 2000 mm, and the spacing between the left and right two wooden frame supports 32 in the same row is 1000 mm.

[0043] S3, excavating and slotting on the front side of the guide wall 31, cleaning the hole, and pouring the cutoff wall 3 with plastic concrete in the process of slotting.

[0044] In this step, the thin-walled grab bucket method is used to excavate and slot on the front side of the guide wall 31, after the slot hole is formed, the hole is cleaned by using the sleeve barrel combined with the pump suction reverse circulation method, and the thickness of the slot bottom accumulation is ensured to be not greater than 100 mm. In the process of slotting, mud is injected to protect the wall, the distance between the mud surface and the surface of the guide wall 31 is 200 mm, and the groundwater level is higher than 1000 mm. Simultaneously, the plastic concrete cutoff wall 3 is poured by using the mud down direct elevator guide pipe method, the depth of the guide pipe buried in the concrete is not less than 1500 mm, and the rising speed of the concrete surface is controlled to be not less than 2000 mm / h. The upper mud is pumped back to the sedimentation tank, the mud within 4000 mm above the top surface of the plastic concrete is discharged to the waste mud tank, and the mud tank truck is used to transport the mud out of the field. Before the cutoff wall 3 is poured, the wooden frame supports 32 can be removed.

[0045] The top elevation of the cutoff wall 3 is higher than the design flood level by 500 mm or more, the bottom of the cutoff wall 3 penetrates through the water permeable layer and enters the impermeable layer by 1000 mm or more; the material of the cutoff wall 3 adopts plastic concrete, the density of the plastic concrete is not less than 2100 kg / m 3 , the total amount of cementing material is not less than 240 kg / m 3 , the amount of cement is not less than 80 kg / m 3 , and the amount of bentonite is not less than 40 kg / m 3sand rate is not less than 45%; the anti-compressive strength of the impervious wall 3 is not less than 5.0 MPa, and the permeability coefficient is not greater than 1x10 -7 cm / s.

[0046] S4, after the strength of the mixing pile 2 and the impervious wall 3 reaches the standard, a concrete cushion 41 is laid on the top of the mixing pile 2 and the impervious wall 3 to level off;

[0047] In this step, specifically, the cushion 41 can adopt C20 concrete, the laying thickness of the cushion 41 can be 100 mm, and the cushion 41 is 100 mm longer than the main structure of the embankment-penetrating channel 4 on both sides.

[0048] S5, the main structure of the embankment-penetrating channel 4 and the structure of the U-shaped groove 45 on both sides are poured on the concrete cushion 41; the left pavement structure 6 and municipal supporting facilities are laid synchronously, so that the left pavement structure 6 is level with the land behind the embankment;

[0049] In this step, specifically, the embankment-penetrating channel 4 includes a channel bottom plate 42, a channel top plate 43 and channel side walls 44 on both sides, the embankment-penetrating channel 4 is symmetrically connected with the U-shaped groove 45 on both sides, and the U-shaped groove 45 includes a first U-shaped groove 451 and a second U-shaped groove 452. Specifically, the first U-shaped groove 451 is connected to the left side of the embankment-penetrating channel 4, and the second U-shaped groove 452 is connected to the right side of the embankment-penetrating channel 4, the structure of the second U-shaped groove 452 is the same as that of the first U-shaped groove 451, and the first U-shaped groove 451 is connected between the left pavement structure 6 and the embankment-penetrating channel 4. By providing the box-type embankment-penetrating channel 4 in the flood control embankment 1, the problem that the flood control embankment 1 blocks the access of pedestrians to the beach park can be effectively solved. Specifically, the embankment-penetrating channel 4 adopts a reinforced concrete box-type structure, the structure adopts C30P6 reinforced concrete material, the channel bottom plate 42 is 600-800 mm thick, the channel top plate 43 is 600-1000 mm thick, and the channel side walls 44 are 700 mm thick. The U-shaped groove 45 adopts C30P6 reinforced concrete material, the bottom plate is 500 mm thick, and the side walls are 400 mm thick.

[0050] A gate slot for installing a gate 47 can be reserved in the construction process of the embankment-penetrating channel 4, the gate 47 is arranged on the water side of the embankment-penetrating channel 4, and the second U-shaped groove 452 is arranged on the water side of the gate 47. The gate 47 can adopt a stoplog type, a horizontal type or an assembled type, and when the gate 47 is opened, the channel of the embankment-penetrating channel 4 into the beach park is opened.

[0051] The dike-penetrating passage 4 can include a plurality of connected box structures, and a deformation joint 46 is reserved between adjacent two box structures. Specifically, the dike-penetrating passage 4 is segmented according to every 1000 mm, and a 20 mm wide deformation joint 46 is arranged between the segments, and the deformation joint 46 is arranged to ensure the safety and durability of the main structure of the dike-penetrating passage 4. The deformation joint 46 is filled with a joint filling material 463, the joint filling material 463 can be a polystyrene board or a low-expansion-ratio polyethylene foam board, the bottom of the deformation joint 46 is provided with an externally attached water stop belt 461, the width of the externally attached water stop belt 461 can be 300 mm; the top of the deformation joint 46 is filled with a PE foam rod 464 and a caulking paste 465, and the light joint surface is collected, and the middle of the deformation joint 46 is embedded with a steel edge rubber water stop belt 462.

[0052] S6, after the dike-penetrating passage 4 is formed, a cohesive soil layer 7 is filled to the top surface design elevation of the roadbed above the dike-penetrating passage 4 according to the specification requirements;

[0053] In this step, specifically, the cohesive soil layer 7 is used for embankment backfilling above the dike-penetrating passage 4, that is, above the passage top plate 43 according to the specification requirements, the filling embankment slope ratio should not be steeper than 1:2.5, the maximum particle size of the filling material is not greater than 100 mm, and the compaction degree adopts a heavy compaction standard and is not less than 96%.

[0054] S7, the right side road surface structure 8 and municipal supporting facilities are laid on the cohesive soil layer 7.

[0055] In this step, specifically, municipal supporting facilities such as guardrails can also be installed on the right side road surface structure 8; a cover trench 9 can also be constructed and poured on the side of the right side road surface structure 8 close to the left side road surface structure 6, the cover trench 9 is used for collecting road surface rainwater of the right side road surface structure 8; the transverse slopes of the left side road surface structure 6 and the right side road surface structure 8 are both inclined towards the backwater side of the flood control dike 1, and the inclination angles can both be 2%. In this way, the rainwater runoff way cover trench 9 on the left side road surface structure 6 and the right side road surface structure 8 is connected to the municipal pipe network below the left side road surface structure 6.

[0056] The separated road structure obtained by the construction method according to the embodiment of the application includes the left side road surface structure 6 and the right side road surface structure 8, and the height difference between the left side road surface structure 6 and the right side road surface structure 8 is generally 4000-5000 m. Specifically, the left side road surface structure 6 can include a left side road surface sidewalk 61 and a left side road surface motor lane 62, and the right side road surface structure 8 can include a right side road surface sidewalk 82 and a right side road surface motor lane 81.

[0057] The construction method for reconstructing a flood control embankment into a separated road structure of the embodiment of the present application can utilize limited urban waterfront space, and simultaneously plays a dual role of flood control embankment reinforcement and riverfront road widening, and has remarkable economic benefits. The construction method for reconstructing a flood control embankment into a separated road structure of the embodiment of the present application can effectively solve the problem of existing flood control embankments blocking pedestrians from entering a river beach park, and meets the needs of citizens for water contact while avoiding the traffic hazards of pedestrians crossing the embankment.

[0058] The embodiment of the present application also provides a separated road structure reconstructed from a flood control embankment according to the above construction method, and a structural schematic diagram of the separated road structure is shown in Figures 1-6 .

[0059] The separated road structure reconstructed from a flood control embankment of the embodiment of the present application comprises a left road surface structure 6, a flood control embankment 1, a plurality of mixing piles 2, a seepage prevention wall 3, a through-embankment passage 4, a gravel soil layer 5, a cohesive soil layer 7, a cushion layer 41, a U-shaped groove 45, and a right road surface structure 8. The left road surface structure 6 is flat with the land behind the embankment; the flood control embankment 1 is connected to one side of the left road surface structure 6, and the flood control embankment 1 is higher than the left road surface structure 6; the plurality of mixing piles 2 are spaced apart and buried on the lower side of the flood control embankment 1 to enhance the bearing capacity of the foundation on the lower side of the flood control embankment 1; and the right road surface structure 8 is arranged on the upper side of the flood control embankment 1. The through-embankment passage 4 is arranged in the flood control embankment 1, and the U-shaped groove 45 is connected to both sides of the through-embankment passage 4. The gravel soil layer 5 is arranged on the lower side of the left road surface structure 6, and the cohesive soil layer 7 is arranged on the upper side of the through-embankment passage 4 and the lower side of the right road surface structure 8. The cushion layer 41 is arranged on the upper sides of the mixing piles 2 and the seepage prevention wall 3 and on the lower side of the through-embankment passage 4.

[0060] In one embodiment, the seepage prevention wall 3 is buried on the lower side of the flood control embankment 1 and located at the center of the embankment foundation of the flood control embankment 1, and the top of the seepage prevention wall 3 is higher than the design flood level by 500 mm or more. The bottom of the seepage prevention wall 3 penetrates through the water-permeable layer and enters the water-impermeable layer by 1000 mm or more, and the wall thickness is 400-600 mm. The wall material of the seepage prevention wall 3 is plastic concrete, the compressive strength of which is not less than 5.0 MPa, the permeability coefficient is not more than 1×10 -7 cm / s, and the density of the plastic concrete is not less than 2100 kg / m 3The total amount of cementitious material is not less than 240 kg / m 3 , wherein the amount of cement is not less than 80 kg / m 3 , the amount of bentonite is not less than 40 kg / m 3 , and the sand ratio is not less than 45%. By arranging the impervious wall 3 in the soft soil embankment under the flood control embankment 1, a better impervious effect is achieved, and the flood control embankment 1 is imperviously reinforced.

[0061] In an embodiment, the mixing pile 2 is a cement-soil mixing pile or a high-pressure jet grouting pile, the pile diameter is 600-800 mm, and the pile spacing is 1300-1500 mm. The mixing piles 2 can be arranged in multiple rows in parallel, and the adjacent three in the adjacent two rows are arranged in an equilateral triangle. The pile length needs to penetrate the soft soil layer into the bearing layer by more than 1000 mm. The bearing capacity of the composite foundation treated by the mixing pile 2 should be not less than 150 kPa.

[0062] The mixing pile 2 and the impervious wall 3 are used to treat the flood control embankment 1 in this embodiment, which can improve the bearing capacity of the soft soil embankment while making the flood control embankment 1 stable in permeability, thereby achieving the dual effects of impervious reinforcement of the flood control embankment 1 and road widening, and the economic benefits are significant.

[0063] In an embodiment, the embankment-penetrating passage 4 includes a passage bottom plate 42, a passage top plate 43, and passage side walls 44 on both sides. The embankment-penetrating passage 4 is symmetrically connected to a U-shaped groove 45 on both sides, and the U-shaped groove 45 includes a first U-shaped groove 451 and a second U-shaped groove 452. Specifically, the left side of the embankment-penetrating passage 4 is connected to the first U-shaped groove 451, and the right side of the embankment-penetrating passage 4 is connected to the second U-shaped groove 452. The second U-shaped groove 452 has the same structure as the first U-shaped groove 451, and the first U-shaped groove 451 is connected between the left pavement structure 6 and the embankment-penetrating passage 4. By arranging the box-type embankment-penetrating passage 4 in the flood control embankment 1, the problem of the flood control embankment 1 blocking pedestrians from entering the beach park can be effectively solved. Specifically, the embankment-penetrating passage 4 adopts a reinforced concrete box structure, the structure adopts C30P6 reinforced concrete material, the passage bottom plate 42 is 600-800 mm thick, the passage top plate 43 is 600-1000 mm thick, and the passage side walls 44 are 700 mm thick. The U-shaped groove 45 adopts C30P6 reinforced concrete material, the bottom plate is 500 mm thick, and the side wall is 400 mm thick.

[0064] In an embodiment, the embankment-penetrating passage 4 is provided with a gate 47, and the gate 47 is arranged on the water side of the embankment-penetrating passage 1. The second U-shaped groove 452 is arranged on the water side of the gate 47. The gate 47 can be a stoplog type, a horizontal type, or a fabricated type. When the gate 47 is opened, the embankment-penetrating passage 4 is opened to enter the beach park.

[0065] In an embodiment, the embankment-penetrating passage 4 comprises a plurality of box structures connected in series, and a deformation joint 46 is arranged between adjacent two box structures. Specifically, the main structure of the embankment-penetrating passage 4 is segmented every 1000 mm, and a 20 mm wide deformation joint 46 is arranged between the segments. The deformation joint 46 is arranged to ensure the safety and durability of the main structure of the embankment-penetrating passage 4.

[0066] In an embodiment, the deformation joint 46 is filled with a joint filling material 463, which can be a polystyrene board or a low-expansion-ratio polyethylene foam board. The bottom of the deformation joint 46 is provided with an externally attached waterstop 461, and the width of the externally attached waterstop 461 can be 300 mm. The top of the deformation joint 46 is filled with a PE foam rod 464 and a caulking paste 465 to seal the joint, and the middle of the deformation joint 46 is embedded with a steel-edged rubber waterstop 462.

[0067] In an embodiment, the left pavement structure 6 and the right pavement structure 8 are both inclined towards the backwater side of the flood control embankment 1, and the inclination angle can be 2%. This can make the rainwater on the left pavement structure 6 and the right pavement structure 8 converge and then be connected to the municipal pipe network below the left pavement structure 6.

[0068] In an embodiment, the right pavement structure 8 is provided with a cover trench 9 on the side close to the left pavement structure 6, and the cover trench 9 is used to collect the pavement rainwater of the right pavement structure 8. In this way, the rainwater on the right pavement structure 8 first converges in the cover trench 9 and then is connected to the municipal pipe network below the left pavement structure 6 from the cover trench 9.

[0069] In an embodiment, the gravel soil layer 5 is a mixture of graded gravel and clay in a ratio of 7:3, and the bearing capacity of the foundation after replacement should be not less than 120 kPa.

[0070] In an embodiment, after the embankment is backfilled with the cohesive soil layer 7 above the embankment-penetrating passage 4, the slope ratio of the fill embankment should not be steeper than 1:2.5, the maximum particle size of the fill should be not greater than 100 mm, and the compaction degree should be not less than 96% according to the heavy compaction standard.

[0071] The flood control embankment is reconstructed as a separated road structure, which is arranged in left and right sections, the left section road surface structure 6 is flat with the ground behind the embankment, and the right section road surface structure 8 is combined with the flood control embankment 1 to be raised and widened, and the through-embankment passage 4 arranged below the embankment-road combination is connected with the anti-seepage wall 3 to be closed. The separated road structure from left to right and from bottom to top is as follows: the roadbed shallow layer of the left section road surface structure 6 is filled with gravel soil, and then the road surface structure is arranged, the roadbed of the right section road surface structure 8 is treated by the mixing pile 2 to improve the bearing capacity of the soft embankment foundation, the center of the embankment foundation of the flood control embankment 1 is reinforced by the anti-seepage wall 3, the steel reinforced concrete through-embankment passage 4 is arranged in the embankment body, the first U-shaped groove 451 of the passage backwater surface is connected with the left section road surface structure 6, the second U-shaped groove 452 of the water surface is connected with the river beach park after the water gate 47, the top of the through-embankment passage 4 is filled with cohesive soil to the top surface design elevation of the roadbed, and the upper part is provided with the road surface structure.

[0072] The separated road structure reconstructed by the flood control embankment can utilize the limited urban waterfront space, reduce the elevation of the left section road surface structure 6 to be flat with the ground behind the embankment, solve the actual problems that the elevation difference exists between the embankment-road combination and the ground behind the embankment after being raised, and the traffic connection is not smooth, the through-embankment passage 4 can effectively solve the problem that the flood control embankment 1 blocks the pedestrians from entering the river beach park, the mixing pile 2 and the anti-seepage wall 3 are used to solve the problems of the soft embankment foundation bearing capacity and seepage stability, realize the double effects of the anti-seepage reinforcement of the flood control embankment 1 and the road widening, and the economic benefit is remarkable.

[0073] The above embodiments only express several embodiments of the present application, the description is more specific and detailed, but it cannot be understood as the limitation of the patent scope of the present application. It should be pointed out that for ordinary skilled in the art, without departing from the concept of the present application, several modifications and improvements can be made, which belong to the protection scope of the present application. Therefore, the protection scope of the present application patent should be subject to the appended claims.

Claims

1. A construction method for transforming a flood control levee into a separated road, characterized by, It comprises the following steps: S1, excavate the flood control embankment to the present ground surface, and perform mixing pile reinforcement construction on the soft soil embankment foundation under the right side pavement structure, so that the bearing capacity of the composite foundation after reinforcement is not less than 150 kPa; simultaneously, perform shallow replacement on the soft soil embankment foundation under the left side pavement structure with gravel soil layer, so that the bearing capacity of the foundation after replacement is not less than 120 kPa; S2, measure and lay out, position the axis of the cutoff wall, after shifting to the left and right sides according to the axis position to leave a clearance, use an excavator to perform guide wall excavation and manual bottom cleaning construction, the height of the guide wall above the ground is not less than 100 mm; after the guide wall is formed, set a transverse wooden frame support in front of the wall for reinforcement, and tamp the backfill soil of the wall; S3, excavate and groove on the front side of the guide wall, clean the hole, use mud to fix the wall during the groove excavation process, and simultaneously use plastic concrete to perform cutoff wall pouring construction; S4, after the strength of the mixing pile and the cutoff wall reaches the standard, lay a concrete cushion on the top of the mixing pile and the cutoff wall for leveling; S5, pour the main body structure of the embankment-penetrating passage and the two side U-shaped groove structures on the concrete cushion; simultaneously, lay the left side pavement structure and municipal supporting facilities, so that the left side pavement structure is flat with the land behind the embankment; S6, after the embankment-penetrating passage is formed, fill the cohesive soil layer to the top surface of the roadbed according to the specification requirements above the embankment-penetrating passage; S7, lay the right side pavement structure and municipal supporting facilities above the cohesive soil layer.

2. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The mixing pile is a cement-soil mixing pile or a high-pressure rotary jet pile, the pile diameter of the mixing pile is 600-800 mm, and the pile spacing is 1300-1500 mm; the mixing piles are arranged in multiple rows in parallel, the adjacent three of the mixing piles in adjacent two rows are arranged in an equilateral triangle, and the mixing piles penetrate the soft soil layer into the bearing layer by more than 1000 mm.

3. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The gravel soil layer is a mixture of graded gravel and clay in a ratio of 7:

3.

4. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The guide wall comprises two symmetrically arranged inverted L-shaped reinforced concrete plates.

5. The construction method for reconstructing a flood control embankment into a separated road according to claim 4, wherein The wooden frame supports are arranged in multiple rows from bottom to top on the inner side of the guide wall.

6. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The diaphragm wall top elevation is higher than the design flood level by 500 mm or more, the diaphragm wall bottom penetrates through the water permeable layer and enters the impervious layer by 1000 mm or more; the diaphragm wall material adopts plastic concrete, the plastic concrete density is not less than 2100 kg / m 3 , the total amount of cementing material is not less than 240 kg / m 3 , the cement dosage is not less than 80 kg / m 3 , the bentonite dosage is not less than 40 kg / m 3 , and the sand ratio is not less than 45%; the compressive strength of the diaphragm wall is not less than 5.0 MPa, and the permeability coefficient is not more than 1x10 -7 cm / s.

7. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The embankment-penetrating passage comprises a passage bottom plate, a passage top plate, and passage side walls on both sides, the U-shaped groove comprises a first U-shaped groove and a second U-shaped groove, the two sides of the embankment-penetrating passage are connected with the first U-shaped groove and the second U-shaped groove respectively, and the first U-shaped groove is connected between the left side pavement structure and the embankment-penetrating passage.

8. The construction method for reconstructing a flood control embankment into a separated road according to claim 7, wherein A gate slot for installing a gate is reserved during the construction of the embankment-penetrating passage, the gate is arranged on the water side of the embankment-penetrating passage, and the second U-shaped groove is arranged on the water side of the gate.

9. The construction method for reconstructing a flood control embankment into a separated road according to claim 1, wherein The embankment-penetrating passage comprises multiple connected box structures, and a deformation joint is reserved between adjacent two box structures.

10. The construction method for reconstructing a flood control embankment into a separated road according to any one of claims 1 to 9, wherein A cover ditch is also constructed on the side of the right side pavement structure close to the left side pavement structure, the cover ditch is used to collect the pavement rainwater of the right side pavement structure, and the horizontal slopes of the left side pavement structure and the right side pavement structure are both inclined toward the backwater side of the flood control embankment.

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