Construction method for transforming flood bank into separated road

Abstract

The invention provides a construction method for transforming a flood bank into a separated road, belongs to the technical field of embankment reinforcement and roads, and aims to solve the problems of bearing capacity and permeation stability of a soft soil embankment foundation. And the hidden danger of flood bank leakage caused by dike penetrating structure deformation due to uneven settlement of the soft soil dike foundation is prevented. According to the construction method for transforming the flood bank into the separated road, the limited urban waterfront space can be utilized, meanwhile, the dual effects of reinforcing the flood bank and widening the river-side road are achieved, and economic benefits are remarkable. According to the construction method for transforming the flood bank into the separated road, by arranging the bank penetrating channel in the flood bank, the problem that an existing flood bank blocks pedestrians from entering rivers, beaches and parks can be effectively solved, the hydrophilic requirement of citizens is met, and meanwhile the traffic hidden danger that the pedestrians cross the bank to pass through is avoided.

Description

Technical Field

[0001] The invention belongs to the technical field of embankment reinforcement and roads, and more specifically, relates to a construction method for transforming a flood embankment into a separated road. Background Art

[0002] In recent years, with the economic development and population growth of cities along the river, the safety level and flood control standards of cities have been continuously improved, and many flood control dikes built earlier can no longer meet the requirements of urban flood control. In addition, there is usually an urban road built on the back side of the urban flood control dike to relieve traffic in the riverside area. As the core area of ​​urban development, the riverside area cannot meet the growing traffic demand with the urban roads built earlier, and vehicle congestion is frequent. Therefore, many cities along the river are faced with the dual problems of improving and reinforcing flood control dikes and widening and renovating riverside avenues.

[0003] Due to historical reasons such as insufficient reserved space in the early urban planning, the urban riverside shoreline and spatial layout are very compact, resulting in limited construction conditions for flood dike reinforcement and riverside avenue widening, and they are mutually restrictive. The existing dike-road combination technology usually adopts the dike top widening method. This technical solution requires raising the existing riverside avenue to the same height as the top of the flood dike, resulting in the riverside avenue being 4 to 5 meters higher than the original ground. It not only blocks the water-friendly passage for citizens to enter and exit the riverside park, but also the intersecting roads along the line need to be raised before they can intersect with the riverside avenue, which has become a new problem restricting the travel of pedestrians and vehicles behind the dike. Summary of the invention

[0004] The purpose of the present invention is to provide a construction method for transforming a flood embankment into a separated road, so as to solve the problem that the road structure constructed by the existing embankment-road combination technology cannot meet the dual needs of flood embankment reinforcement and riverside avenue widening, cannot meet the water-friendly needs of citizens entering and exiting the riverside park, and restricts the travel of pedestrians and vehicles behind the embankment.

[0005] To achieve the above object, the present invention provides a construction method for transforming a flood embankment into a separated road, comprising the following steps:

[0006] S1. Excavate the flood control embankment to the existing ground, and carry out mixing pile reinforcement construction on the soft soil embankment foundation under the right pavement structure. The bearing capacity of the composite foundation after reinforcement is not less than 150kPa; Simultaneously, shallowly replace the soft soil embankment foundation under the left pavement structure with crushed stone soil layer, and the bearing capacity of the foundation after replacement is not less than 120kPa;

[0007] S2. Measure and lay out, locate the axis of the anti-seepage wall, and after leaving clearance on both sides according to the axis position, use an excavator to excavate the guide wall and manually clear the bottom. The top of the guide wall is not less than 100mm above the ground. After the guide wall is formed, a horizontal wooden beam is set in front of the wall for reinforcement, and the backfill soil of the wall is compacted;

[0008] S3, digging and grooving in front of the guide wall, cleaning the hole, using mud to consolidate the wall during the grooving process, and simultaneously using plastic concrete to cast the anti-seepage wall;

[0009] S4, after the strength of the mixing pile and the cut-off wall reaches the standard, a concrete cushion layer is laid on the top thereof for leveling;

[0010] S5, pouring the main structure of the dike-crossing channel and the U-shaped groove structures on both sides on the concrete cushion layer; laying the left-span road surface structure and municipal supporting facilities simultaneously, so that the left-span road surface structure is level with the land behind the dike;

[0011] S6. After the embankment-crossing channel is formed, a clay layer is filled on top of it to the designed elevation of the top surface of the roadbed according to the specification requirements;

[0012] S7. Lay the right pavement structure and municipal supporting facilities on top of the clay layer.

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

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

[0015] Furthermore, the guide wall includes two symmetrically arranged inverted L-shaped reinforced concrete slabs.

[0016] Furthermore, the wooden beam supports are arranged in a plurality of rows from bottom to top on the inner side of the guide wall, and the wooden beam supports in two adjacent rows are staggered.

[0017] Furthermore, the top elevation of the anti-seepage wall is more than 500mm higher than the design flood level, and the bottom of the anti-seepage wall passes through the permeable layer and enters the impermeable layer for more than 1000mm; the material of the anti-seepage wall is plastic concrete, and the density of the plastic concrete is not less than 2100kg / m 3 The total amount of cementitious materials is not less than 240kg / m 3 , of which cement usage is not less than 80kg / m 3 , bentonite dosage is not less than 40kg / m 3 , the sand ratio is not less than 45%; the compressive strength of the anti-seepage wall is not less than 5.0MPa, and the permeability coefficient is not greater than 1×10 -7 cm / s.

[0018] Furthermore, the dike-crossing channel includes a channel bottom plate, a channel top plate and channel side walls on both sides, the U-shaped groove includes a first U-shaped groove and a second U-shaped groove, the two sides of the dike-crossing channel are respectively connected to the first U-shaped groove and the second U-shaped groove, and the first U-shaped groove is connected between the left pavement structure and the dike-crossing channel.

[0019] Furthermore, during the construction of the dike-crossing channel, a gate groove for installing a gate is reserved, the gate is arranged on the water-facing side of the dike-crossing channel, and the second U-shaped groove is arranged on the water-facing side of the gate.

[0020] Furthermore, the dike-penetrating channel comprises a plurality of connected box-type structures, and a deformation joint is reserved between two adjacent box-type structures.

[0021] Furthermore, it also includes pouring and constructing a cover ditch on the side of the right pavement structure close to the left pavement structure, and the cover ditch is used to collect rainwater on the pavement of the right pavement structure; the transverse slopes of the left pavement structure and the right pavement structure are both inclined toward the backwater side of the flood control levee.

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

[0023] The construction method of the present invention, which utilizes the flood embankment to transform into a separated road, adopts a separated road structure to lower the left road surface so that it is level with the land behind the embankment, thereby solving the practical problem that the existing embankment-road combination technology raises the embankment-road combination and the land behind the embankment, resulting in poor traffic connection; in addition, by carrying out mixing pile reinforcement construction and anti-seepage wall construction on the soft soil embankment foundation under the right road surface, the bearing capacity and infiltration stability of the soft soil embankment foundation can be solved, and the hidden danger of uneven settlement of the soft soil embankment foundation causing deformation of the embankment structure and leakage of the flood embankment can be prevented. The construction method of the present invention, which utilizes the flood embankment to transform into a separated road, can utilize limited urban waterfront space, and at the same time play the dual role of reinforcing the flood embankment and widening the riverside avenue, with significant economic benefits. The construction method of the present invention, which utilizes the flood embankment to transform into a separated road, can effectively solve the problem of the existing flood embankment blocking pedestrians from entering the riverside park by setting up a embankment-through passage in the flood embankment, while meeting the water-loving needs of citizens and avoiding the traffic hidden danger of pedestrians crossing the embankment. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0025] Figure 1A schematic diagram of the overall structure of a separated road structure transformed from a flood embankment provided by an embodiment of the present invention;

[0026] Figure 2 for Figure 1 Schematic diagram of the plan layout structure;

[0027] Figure 3 A schematic diagram of the structure of an anti-seepage wall and a 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 middle dike-crossing channel;

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

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

[0031] Among them, the reference numerals in the figure are:

[0032] 1. Flood control dike, 2. Mixing piles, 3. Anti-seepage wall, 31. Guide wall, 32. Wooden beam support, 4. Through-dike passage, 41. Cushion layer, 42. Passage bottom plate, 43. Passage top plate, 44. Passage side wall, 45. U-shaped groove, 451. First U-shaped groove, 452. Second U-shaped groove, 46. Expansion joint, 461. External waterstop, 462. Steel-edge rubber waterstop, 463. Sealing material, 464. PE foam rod, 465. Caulking paste, 47. Gate, 5. Gravel soil layer, 6. Left-span pavement structure, 61. Left-span pavement sidewalk, 62. Left-span pavement motor vehicle lane, 7. Clay soil layer, 8. Right-span pavement structure, 81. Right-span pavement motor vehicle lane, 82. Right-span pavement sidewalk, 9. Cover plate ditch. DETAILED DESCRIPTION

[0033] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail below in conjunction with the embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0034] It should be understood that in various embodiments of the present invention, the size of the serial numbers of the above-mentioned processes does not mean the order of execution, some or all of the steps can be executed in parallel or sequentially, and 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 terms used in the embodiments of the present invention are only for the purpose of describing specific embodiments, and are not intended to limit the present invention. The singular forms "a", "said" and "the" used in the embodiments of the present invention and the appended claims are also intended to include plural forms, unless the context clearly indicates other meanings.

[0036] The terms "first" and "second" are used only for descriptive purposes to distinguish objects such as substances from each other, and should not be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated. For example, without departing from the scope of the embodiments of the present invention, the first XX may also be referred to as the second XX, and similarly, the second XX may also be referred to as the first XX. Thus, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features.

[0037] The embodiment of the present invention provides a construction method for transforming a flood embankment into a separated road. The separated road structure obtained by the construction method is as follows: Figure 1-6 As shown, the construction method comprises the following steps:

[0038] S1. Excavate the flood control embankment 1 to the existing ground, and reinforce the soft soil embankment foundation under the right pavement structure 8 with mixing piles 2. The bearing capacity of the composite foundation after reinforcement is not less than 150kPa; Simultaneously, shallowly replace the soft soil embankment foundation under the left pavement structure 6 with a crushed stone soil layer 5. 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 a mixture of graded gravel and clay in a ratio of 7:3, and the gravel soil layer 5 is used for shallow replacement and compaction within a depth range of 800mm in the roadbed, and the bearing capacity of the foundation after replacement is not less than 120kPa. The mixing piles 2 can be cement soil mixing piles or high-pressure rotary jet piles, the pile diameter of the mixing piles 2 is 600-800mm, and the pile spacing is 1300-1500mm; the mixing piles 2 can be arranged in multiple rows in parallel, and the adjacent three mixing piles 2 in two adjacent rows are arranged in an equilateral triangle, and the mixing piles 2 pass through the soft soil layer and enter the bearing layer 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, locate the axis of the anti-seepage wall 3, and after leaving clearance on both sides according to the axis position, use an excavator to excavate the guide wall 31 and manually clean the bottom. The top of the guide wall 31 is not less than 100mm above the ground to prevent ground water from flowing into the groove and polluting the mud; after the guide wall 31 is formed, a horizontal wooden beam support 32 is set in front of the guide wall 31 for reinforcement, and the backfill soil of the wall is compacted;

[0041] In this step, specifically, the guide wall 31 includes two symmetrically arranged inverted L-shaped reinforced concrete slabs, that is, the guide wall 31 adopts an inverted L-shaped "┓┏" cast-in-place reinforced concrete structure, cast with C30 reinforced concrete material, the guide wall 31 can be 1500mm high, the inner clearance of the guide wall 31 is 100mm greater than the thickness of the anti-seepage wall 3, the vertical rib plate thickness of the guide wall 31 can be 200mm, and the horizontal rib plate thickness can be 200mm. The parallelism error between the inner wall surface of the guide wall 31 and the longitudinal axis of the anti-seepage wall 3 can be ±10mm, the spacing error between the inner and outer guide walls 31 can be ±10mm, the verticality error of the inner wall surface can be 5‰, and the flatness of the inner wall surface of the guide wall 31 can be 3mm.

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

[0043] S3, digging and grooving the front side of the guide wall 31, cleaning the hole, using mud to solidify the wall during the grooving process, and simultaneously using plastic concrete to cast the anti-seepage wall 3;

[0044] In this step, specifically, a thin-wall grab method is used to dig a groove in front of the guide wall 31. After the groove hole is formed, a sleeve bucket is used in combination with a pump suction reverse circulation method to clean the hole to ensure that the thickness of the siltation at the bottom of the groove is not more than 100 mm. During the trenching process, mud is circulated and injected to protect the wall, and the mud liquid level is kept 200 mm away from the guide wall 31 and above 1000 mm above the groundwater level. Simultaneously, the mud-under-slurry vertical rise conduit method is used to cast the plastic concrete anti-seepage wall 3. The depth of the conduit buried in the concrete should not be less than 1500 mm, and the concrete surface rising speed is controlled to be not less than 2000 mm / h. The upper mud is pumped back to the sedimentation tank, and the mud within 4000 mm above the top surface of the plastic concrete is discharged to the waste slurry pool and transported out of the site by a mud tanker. Before the pouring construction of the anti-seepage wall 3, the wooden beam support 32 can be removed first.

[0045] The top elevation of the anti-seepage wall 3 is more than 500mm higher than the design flood level, and the bottom of the anti-seepage wall 3 passes through the permeable layer and enters the impermeable layer for more than 1000mm; the material of the anti-seepage wall 3 is plastic concrete, and the density of the plastic concrete is not less than 2100kg / m 3 The total amount of cementitious materials is not less than 240kg / m 3 , of which cement usage is not less than 80kg / m 3 , bentonite dosage is not less than 40kg / m 3, the sand ratio is not less than 45%; the compressive strength of the anti-seepage wall 3 is not less than 5.0MPa, and the permeability coefficient is not greater than 1×10 -7 cm / s.

[0046] S4, after the strength of the mixing pile 2 and the cut-off wall 3 reaches the standard, a concrete cushion layer 41 is laid on top thereof for leveling;

[0047] In this step, specifically, the cushion layer 41 may be made of C20 concrete, the laying thickness of the cushion layer 41 may be 100 mm, and both sides of the cushion layer 41 extend beyond the main structure of the dike-crossing channel 4 by 100 mm.

[0048] S5, pouring the main structure of the dike-crossing channel 4 and the U-shaped grooves 45 on both sides on the concrete cushion layer 41; laying the left-span road surface structure 6 and municipal supporting facilities simultaneously, so that the left-span road surface structure 6 is level with the land behind the dike;

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

[0050] During the construction of the dike-crossing channel 4, a gate groove for installing a gate 47 may be reserved. The gate 47 is arranged on the water-facing side of the dike-crossing channel 4, and the second U-shaped groove 452 is arranged on the water-facing side of the gate 47. The gate 47 may be a stacked beam type, a lying type or an assembled type gate. When the gate 47 is opened, the channel of the dike-crossing channel 4 into the riverside park is opened.

[0051] The dike-crossing channel 4 may include a box-type structure connected in multiple sections, and a deformation joint 46 is reserved between two adjacent box-type structures. Specifically, the main structure of the dike-crossing channel 4 is divided into sections every 1000 mm, and a 20 mm wide deformation joint 46 is set between the sections. The deformation joint 46 is provided to ensure the safety and durability of the main structure of the dike-crossing channel 4. The deformation joint 46 is filled with a caulking material 463, and the caulking material 463 can be a polystyrene board or a low foaming ratio polyethylene foam board. The bottom of the deformation joint 46 is provided with an external water stop 461, and the width of the external water stop 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 fill and smooth the seam surface, and a steel-edged rubber water stop 462 is buried in the middle of the deformation joint 46.

[0052] S6. After the embankment-crossing channel 4 is formed, a clay layer 7 is filled on top of it to the designed elevation of the top surface of the roadbed according to the specification requirements;

[0053] In this step, specifically, the embankment is backfilled with a clay layer 7 above the embankment passage 4, i.e., above the passage top plate 43, according to the specification requirements. The slope of the embankment should not be steeper than 1:2.5, the maximum particle size of the filler should not be greater than 100 mm, and the compaction degree should adopt the heavy compaction standard and be no less than 96%.

[0054] S7. Lay the right pavement structure 8 and municipal supporting facilities on top of the clay layer 7.

[0055] In this step, specifically, municipal supporting facilities such as guardrails can be installed on the right pavement structure 8; a cover ditch 9 can be cast and constructed on the side of the right pavement structure 8 close to the left pavement structure 6, and the cover ditch 9 is used to collect rainwater on the road surface of the right pavement structure 8; the transverse slopes of the left pavement structure 6 and the right pavement structure 8 are inclined toward the backwater side of the flood control embankment 1, and the inclination angle can be 2%. In this way, the rainwater confluence cover ditch 9 on the left pavement structure 6 and the right pavement structure 8 can be connected to the municipal pipe network below the left pavement structure 6.

[0056] The separated road structure obtained by the construction method according to the embodiment of the present invention includes a left-width pavement structure 6 and a right-width pavement structure 8, and the height difference between the left-width pavement structure 6 and the right-width pavement structure 8 is generally 4000-5000m. Specifically, the left-width pavement structure 6 may include a left-width pavement sidewalk 61 and a left-width pavement motorway 62, and the right-width pavement structure 8 may include a right-width pavement sidewalk 82 and a right-width pavement motorway 81.

[0057] In the embodiment of the present invention, a construction method for transforming a flood embankment into a separated road adopts a road structure with left and right sections, lowers the left section pavement structure 6 so that the left section pavement structure 6 is flush with the land behind the embankment, and solves the practical problem that the existing embankment-road combination technology raises the embankment-road combination and the land behind the embankment, resulting in poor traffic connection due to the height difference; in addition, by constructing mixing piles 2 and anti-seepage walls 3 on the soft soil embankment foundation below the right section pavement structure 8, and setting the right section pavement structure 8 on the upper side of the flood embankment 1, the bearing capacity and seepage stability of the soft soil embankment foundation can be solved at the same time, and the hidden danger of uneven settlement of the soft soil embankment foundation causing deformation of the through-embankment structure and leakage of the flood embankment can be prevented. In the embodiment of the present invention, a construction method for transforming a flood embankment into a separated road can utilize limited urban waterfront space, and at the same time play the dual role of reinforcing the flood embankment and widening the riverside avenue, with significant economic benefits. A construction method of transforming a flood embankment into a separated road in an embodiment of the present invention can effectively solve the problem that the existing flood embankment blocks pedestrians from entering the riverside park by setting a through-embankment passage 4 in the flood embankment 1, thereby meeting the citizens' demand for water-friendliness while avoiding the traffic hazard of pedestrians crossing the embankment.

[0058] The embodiment of the present invention also provides a separated road structure obtained by transforming the flood embankment according to the above construction method. The structural schematic diagram of the separated road structure is shown in FIG. Figure 1-6 shown.

[0059] A separated road structure transformed from a flood embankment according to an embodiment of the present invention comprises a left-span pavement structure 6, a flood embankment 1, a plurality of mixing piles 2, an anti-seepage wall 3, a through-embankment channel 4, a crushed stone soil layer 5, a clay soil layer 7, a cushion layer 41, a U-shaped groove 45, and a right-span pavement structure 8. The left-span pavement structure 6 is level with the land behind the embankment; the flood embankment 1 is connected to one side of the left-span pavement structure 6, and the flood embankment 1 is higher than the left-span pavement structure 6; a plurality of mixing piles 2 are buried at intervals on the lower side of the flood embankment 1 to enhance the bearing capacity of the foundation on the lower side of the flood embankment 1; and the right-span pavement structure 8 is arranged on the upper side of the flood embankment 1. The through-embankment channel 4 is arranged in the flood embankment 1, and the U-shaped groove 45 is connected to both sides of the through-embankment channel 4. The crushed stone soil layer 5 is laid on the lower side of the left-span pavement structure 6, and the clay soil layer 7 is laid on the upper side of the through-embankment channel 4 and the lower side of the right-span pavement structure 8. The cushion layer 41 is laid on the upper side of the mixing piles 2 and the anti-seepage wall 3 and on the lower side of the dike-penetrating channel 4 .

[0060] In one embodiment, the anti-seepage wall 3 is buried under the flood embankment 1 and located at the center of the foundation of the flood embankment 1. The top elevation of the anti-seepage wall 3 is more than 500 mm higher than the design flood level. The bottom of the anti-seepage wall 3 passes through the permeable layer and enters the impermeable layer for more than 1000 mm. The wall thickness is 400-600 mm. The wall material of the anti-seepage wall 3 is plastic concrete, with a compressive strength of not less than 5.0 MPa and a permeability coefficient of not more than 1×10 -7 cm / s, density of plastic concrete is not less than 2100kg / m 3The total amount of cementitious materials shall not be less than 240kg / m 3 , of which cement usage is not less than 80kg / m 3 , bentonite dosage is not less than 40kg / m 3 , the sand ratio is not less than 45%. By setting an anti-seepage wall 3 in the soft soil foundation below the flood embankment 1 to play a better anti-seepage role, the anti-seepage reinforcement of the flood embankment 1 is achieved.

[0061] In one embodiment, the mixing piles 2 are cement-soil mixing piles or high-pressure rotary jet piles, with a pile diameter of 600-800 mm and a pile spacing of 1300-1500 mm. The mixing piles 2 can be arranged in multiple rows in parallel, and the adjacent three mixing piles in two adjacent rows are arranged in an equilateral triangle. The pile length needs to pass through the soft soil layer and enter the bearing layer for more than 1000 mm. The bearing capacity of the composite foundation treated with the mixing piles 2 should be no less than 150 kPa.

[0062] This embodiment adopts the dual treatment technology of mixing piles 2 and anti-seepage wall 3 for the flood control embankment 1, which can improve the bearing capacity of the soft soil embankment foundation while making the seepage of the flood control embankment 1 stable, thereby achieving the dual functions of anti-seepage reinforcement of the flood control embankment 1 and road widening, with significant economic benefits.

[0063] In one embodiment, the dike-penetrating channel 4 includes a channel bottom plate 42, a channel top plate 43 and channel side walls 44 on both sides. Both sides of the dike-penetrating channel 4 are symmetrically connected to U-shaped grooves 45, and the U-shaped grooves 45 include a first U-shaped groove 451 and a second U-shaped groove 452. Specifically, the left side of the dike-penetrating channel 4 is connected to the first U-shaped groove 451, and the right side of the dike-penetrating channel 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-width pavement structure 6 and the dike-penetrating channel 4. By providing a box-type dike-penetrating channel 4 in the flood control dike 1, the problem of the flood control dike 1 blocking pedestrians from entering the riverside park can be effectively solved. Specifically, the dike-penetrating channel 4 adopts a reinforced concrete box-type structure, and the structure adopts C30P6 reinforced concrete material. The channel bottom plate 42 is 600-800mm thick, the channel top plate 43 is 600-1000mm thick, and the channel side wall 44 is 700mm thick. The U-shaped trough 45 is made of C30P6 reinforced concrete material, with a bottom plate thickness of 500 mm and a side wall thickness of 400 mm.

[0064] In one embodiment, a gate 47 is provided in the dike-crossing channel 4, and the gate 47 is provided on the water-facing side of the dike-crossing channel 1, and the second U-shaped groove 452 is provided on the water-facing side of the gate 47. The gate 47 can be a stacked beam type, a lying type or an assembled type gate. When the gate 47 is opened, the channel of the dike-crossing channel 4 into the riverside park is opened.

[0065] In one embodiment, the dike-penetrating channel 4 includes a plurality of box-type structures connected to each other, and a deformation joint 46 is provided between two adjacent box-type structures. Specifically, the main structure of the dike-penetrating channel 4 is divided into sections of 1000 mm, and a 20 mm wide deformation joint 46 is provided between the sections. The deformation joint 46 is provided to ensure the safety and durability of the main structure of the dike-penetrating channel 4.

[0066] In one embodiment, the expansion joint 46 is filled with a caulking material 463, which may be a polystyrene board or a low-foaming-ratio polyethylene foam board. An external waterstop 461 is provided at the bottom of the expansion joint 46, and the width of the external waterstop 461 may be 300 mm. The top of the expansion joint 46 is filled and smoothed with a PE foam rod 464 and a caulking paste 465, and a steel-edged rubber waterstop 462 is buried in the middle of the expansion joint 46.

[0067] In one embodiment, the left pavement structure 6 and the right pavement structure 8 are both inclined toward the backwater side of the flood embankment 1, and the inclination angle can be 2%, so that the rainwater on the left pavement structure 6 and the right pavement structure 8 can be connected to the municipal pipe network below the left pavement structure 6 after converging.

[0068] In one embodiment, a cover plate ditch 9 is provided on the side of the right pavement structure 8 close to the left pavement structure 6, and the cover plate ditch 9 is used to collect rainwater on the right pavement structure 8. In this way, the rainwater on the right pavement structure 8 first flows into the cover plate ditch 9, and then is connected to the municipal pipe network under the left pavement structure 6 from the cover plate ditch 9.

[0069] In one 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 no less than 120 kPa.

[0070] In one embodiment, after the embankment above the embankment channel 4 is backfilled with the clay layer 7, the slope of the embankment side slope should not be steeper than 1:2.5, the maximum particle size of the filler is not greater than 100 mm, and the compaction degree adopts the heavy compaction standard and is not less than 96%.

[0071] One embodiment of the present invention utilizes the flood embankment to transform into a separated road structure, which is arranged in left and right sections. The left section pavement structure 6 is level with the ground behind the embankment, and the right section pavement structure 8 is combined with the flood embankment 1 to raise the width. The through-embankment channel 4 set below the embankment-road combination is connected and closed with the anti-seepage wall 3. From left to right and from bottom to top, the separated road structure is as follows: the shallow layer of the roadbed of the left section pavement structure 6 is replaced with gravel soil and then the pavement structure is set, the roadbed of the right section pavement structure 8 is treated with mixing piles 2 to improve the bearing capacity of the soft soil embankment foundation, the center of the embankment foundation of the flood embankment 1 is reinforced with an anti-seepage wall 3, and the embankment body is arranged with a reinforced concrete through-embankment channel 4 structure, the first U-shaped groove 451 on the back surface of the channel is connected to the left section pavement structure 6, and the second U-shaped groove 452 on the front surface is provided with a water retaining gate 47 and then connected to the riverside park, and the top of the through-embankment channel 4 is filled with clay to the design elevation of the top surface of the roadbed, and the pavement structure is set on the upper part.

[0072] An embodiment of the present invention utilizes a flood embankment to be transformed into a separated road structure, which can utilize limited urban waterfront space, lower the elevation of the left-span road structure 6 to make it level with the land behind the embankment, and solve the practical problems of the existing embankment-road combination technology that after the embankment-road combination is raised, there is a height difference between the embankment-road combination and the land behind the embankment, and the traffic connection is poor. The through-embankment channel 4 can effectively solve the problem that the flood embankment 1 blocks pedestrians from entering the riverside park. The dual treatment technology of mixing piles 2 and anti-seepage walls 3 is used for the flood embankment 1 to simultaneously solve the problems of the bearing capacity of the soft soil embankment foundation and the infiltration stability, thereby achieving the dual functions of anti-seepage reinforcement of the flood embankment 1 and road widening, with significant economic benefits.

[0073] The above embodiments only express several implementation methods of the present invention, and the descriptions thereof are relatively specific and detailed, but they cannot be understood as limiting the scope of the present invention. It should be pointed out that, for a person of ordinary skill in the art, several modifications and improvements can be made without departing from the concept of the present invention, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the present invention patent shall be subject to the attached claims.

Claims

1. A construction method for transforming a flood embankment into a separated road, characterized in that: The following steps are involved: S1. Excavate the flood control embankment to the existing ground, and carry out mixing pile reinforcement construction on the soft soil embankment foundation under the right pavement structure. The bearing capacity of the composite foundation after reinforcement is not less than 150kPa; Simultaneously, shallowly replace the soft soil embankment foundation under the left pavement structure with crushed stone soil layer, and the bearing capacity of the foundation after replacement is not less than 120kPa; S2. Measure and lay out, locate the axis of the anti-seepage wall, and after leaving clearance on both sides according to the axis position, use an excavator to excavate the guide wall and manually clear the bottom. The top of the guide wall is not less than 100mm above the ground. After the guide wall is formed, a horizontal wooden beam is set in front of the wall for reinforcement, and the backfill soil of the wall is compacted; S3, digging and grooving in front of the guide wall, cleaning the hole, using mud to consolidate the wall during the grooving process, and simultaneously using plastic concrete to cast the anti-seepage wall; S4, after the strength of the mixing pile and the cut-off wall reaches the standard, a concrete cushion layer is laid on the top thereof for leveling; S5, pouring the main structure of the dike-crossing channel and the U-shaped groove structures on both sides on the concrete cushion layer; laying the left-span road surface structure and municipal supporting facilities simultaneously, so that the left-span road surface structure is level with the land behind the dike; S6. After the embankment-crossing channel is formed, a clay layer is filled on top of it to the designed elevation of the top surface of the roadbed according to the specification requirements; S7. Lay the right pavement structure and municipal supporting facilities on top of the clay layer.

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

3. A construction method for transforming a flood embankment into a separated road as claimed in claim 1, characterized in that: The gravel soil layer is a mixture of graded gravel and clay in a ratio of 7:

3.

4. A construction method for transforming a flood embankment into a separated road as claimed in claim 1, characterized in that: The guide wall comprises two symmetrically arranged inverted L-shaped reinforced concrete slabs.

5. A construction method for transforming a flood embankment into a separated road as claimed in claim 4, characterized in that: The wooden beam supports are arranged in multiple rows from bottom to top on the inner side of the guide wall, and the wooden beam supports in two adjacent rows are staggered.

6. A construction method for transforming a flood embankment into a separated road as claimed in claim 1, characterized in that: The top elevation of the anti-seepage wall is more than 500mm higher than the design flood level, and the bottom of the anti-seepage wall passes through the permeable layer and enters the impermeable layer for more than 1000mm; the material of the anti-seepage wall is plastic concrete, and the density of the plastic concrete is not less than 2100kg / m 3 The total amount of cementitious materials is not less than 240kg / m 3 , of which cement usage is not less than 80kg / m 3 , bentonite dosage is not less than 40kg / m 3 , the sand ratio is not less than 45%; the compressive strength of the anti-seepage wall is not less than 5.0MPa, and the permeability coefficient is not greater than 1×10 -7 cm / s.

7. A construction method for transforming a flood embankment into a separated road as claimed in claim 1, characterized in that: The dike-crossing channel includes a channel bottom plate, a channel top plate and channel side walls on both sides, the U-shaped groove includes a first U-shaped groove and a second U-shaped groove, the two sides of the dike-crossing channel are respectively connected to the first U-shaped groove and the second U-shaped groove, and the first U-shaped groove is connected between the left pavement structure and the dike-crossing channel.

8. A construction method for transforming a flood embankment into a separated road as claimed in claim 7, characterized in that: During the construction of the dike-crossing channel, a gate groove for installing a gate is reserved. The gate is arranged on the water-facing side of the dike-crossing channel, and the second U-shaped groove is arranged on the water-facing side of the gate.

9. A construction method for transforming a flood embankment into a separated road as claimed in claim 1, characterized in that: The dike-crossing channel comprises a plurality of box-type structures connected to each other, and a deformation joint is reserved between two adjacent box-type structures.

10. A construction method for transforming a flood embankment into a separated road as claimed in any one of claims 1 to 9, characterized in that: It also includes pouring and constructing a cover ditch on the side of the right pavement structure close to the left pavement structure, and the cover ditch is used to collect rainwater on the pavement of the right pavement structure; the transverse slopes of the left pavement structure and the right pavement structure are both inclined toward the backwater side of the flood control levee.

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