CN216713095U - Pile plate type retaining wall with pressure reducing plates - Google Patents

Abstract

The utility model relates to the technical field of buildings, in particular to a pile plate type retaining wall with a pressure reducing plate, which comprises a plurality of pile components, a plurality of plate walls, a crown beam and a pressure reducing plate; the structure is not influenced by geological conditions and foundation bearing capacity, is suitable for the situation that the proposed retaining wall is close to the existing building and the stratum is mainly filled with a soil layer with lower bearing capacity, and can also be used as an outer wall of an underground courtyard. The crown beam connects and fixes a plurality of bottom piles together, and the stability of the bottom piles is improved. The pressure reducing plate can be arranged at the crown beam or above the crown beam according to actual landforms, and on one hand, the pressure reducing plate can reduce horizontal deformation of the top of the plate wall, and on the other hand, the pressure reducing plate can also reduce lateral pressure and bending moment of a lower pile body, so that the requirement of engineering economy is met. Such a sheet pile wall with pressure relief panels may be selected when there are more surrounding underground structures or obstacles or when anchor rod type sheet pile wall construction is not possible.

Description

Pile plate type retaining wall with pressure reducing plates

Technical Field

The utility model relates to the technical field of buildings, in particular to a pile plate type retaining wall with a pressure reducing plate.

Background

The retaining wall is a structure for supporting roadbed filling or hillside soil and preventing the filling or soil from deforming and destabilizing. Present retaining wall mainly divide into gravity type retaining wall and light structure retaining wall according to the bearing mode.

Gravity type retaining wall characteristics: the gravity type retaining wall has larger sections, larger structural volume and weight, and often causes larger foundation compressive stress, so that the height of the gravity type retaining wall on a soft foundation is often limited by the bearing capacity of the foundation and cannot be built too high; on the rock foundation, although the bearing capacity of the foundation is not limited, the construction is too high, the material consumption is too much, and the economy is not enough. Therefore, the gravity type retaining wall is suitable for low-wall and geological areas with better stone materials.

The retaining wall with a light structure is mainly divided into a cantilever type retaining wall and a counterfort type retaining wall. The section of the retaining wall with the light structure is small, and the retaining wall is mainly characterized in that the self stability under the action of soil pressure is maintained by filling soil on a wall body bottom plate. Cantilever type retaining wall is generally used for the wall height of about 6m to be more favorable, and buttress type retaining wall is generally used for the wall height and is more economical under the condition of more than 9-15 m.

However, when the proposed retaining wall is close to the building and the ground is mainly filled with earth, the size of the retaining wall foundation and the bearing capacity of the foundation are limited, and the retaining wall is generally difficult to be applied.

SUMMERY OF THE UTILITY MODEL

The utility model aims to provide a pile plate type retaining wall with a pressure reducing plate, which aims to solve the technical problems in the prior art.

In order to solve the technical problem, the pile plate type retaining wall with the pressure reducing plates provided by the utility model comprises a plurality of pile components, a plurality of plate walls, a crown beam and the pressure reducing plates which are sequentially arranged at intervals; the pile assembly comprises a support column with the upper end positioned above the ground and a bottom pile positioned below the ground; the plurality of plate walls are respectively positioned between two adjacent pillars and fixed with the pillars; the crown beam is horizontally arranged and fixed with the tops of the bottom piles; the bottom of the strut extends into the ground to be fixed with the crown beam; the pressure reducing plate is horizontally arranged on the wall back side of the plate wall and is fixed with the crown beam or the plate wall.

Further, the cross section of the strut is square or rectangular, and the cross section of the bottom pile is circular.

Further, the cross sections of the support columns and the bottom piles are rectangular.

Further, the vertical center line of the pillar coincides with the vertical center line of the bottom pile.

Further, the wall surface of the board wall is flush with one end, away from the wall back of the board wall, of the support column.

Further, the bottom end of the panel wall is flush with the bottom end of the pillar.

The pile-plate retaining wall with the pressure reducing plates is mainly used for reinforcing permanent side slopes, can also be used for supporting temporary side slopes in foundation pit excavation, and is suitable for supporting and blocking cutting and embankment in general areas, water-immersed areas and earthquake areas, and supporting and blocking projects of special roadbeds such as landslides. Compared with the retaining wall in the prior art, the structure is not influenced by geological conditions and foundation bearing capacity, is not influenced when the retaining wall is close to the existing building and the compaction degree of the backfill soil in the fertilizer groove is insufficient, can be suitable for the situation that the proposed retaining wall is close to the existing building and the stratum is mainly filled with the soil layer with lower bearing capacity, and can also be used as the outer wall of the underground courtyard. The crown beam connects and fixes a plurality of bottom piles together, and the stability of the bottom piles is improved. The pressure reducing plate can be arranged at the crown beam or above the crown beam (namely connected with the plate wall) according to actual landforms, and can reduce horizontal deformation of the top of the plate wall on one hand and lateral pressure and bending moment of a lower pile body on the other hand, so that the requirement of engineering economy is met. When peripheral underground structures or barriers are more or the anchor rod type pile plate wall construction cannot be carried out, the pile plate wall with the pressure reducing plates can be selected

More preferably, the bottom pile comprises a steel pipe pile and a bracket;

the side wall of the steel pipe pile is provided with a through hole communicated with the inside and the outside of the pipe cavity of the steel pipe pile;

the bracket can be inserted into the through hole in a sliding and extending mode from the pipe cavity.

During construction, after the steel-pipe pile is laid in place, the end of the corbel is pushed by utilizing the executive component from the inner cavity of the steel-pipe pile, the corbel is forced to stretch out of the steel-pipe pile from the through hole, and then a corbel structure for connecting the steel-pipe pile with the existing building foundation is formed, or the corbel structure is used as a stiffening rib to increase the connection strength between the bottom pile and the soil layer, so that the supporting capacity of the bottom pile is increased, the construction is convenient, the destructiveness is small, and the cost is low.

Further, the bracket assembly comprises more than two brackets which are arranged at intervals in the circumferential direction of the tube cavity; the bracket assembly can be inserted into the pipe cavity of the steel pipe pile in an axially sliding manner.

Furthermore, in the same bracket assembly, the rear ends of more than two brackets are hinged with each other; the front end of the bracket is inserted into the through hole from the inside of the tube cavity to the outside of the tube cavity;

or, the bracket component further comprises a connecting seat, and the rear end of the bracket is hinged to the connecting seat.

Furthermore, a plurality of bracket assemblies are arranged in the pipe cavity of the steel pipe pile at intervals, and adjacent bracket assemblies are connected through an intermediate connecting rod.

Further, the bracket comprises a torsion spring, wherein the torsion spring is sleeved on the hinge shaft at the rear end of the bracket, and the torsion spring tends to force the bracket to open outwards in the radial direction in the working state.

The bracket component is convenient to install fast in place through the torsion spring, the bracket component is inserted into the pipe cavity from one end of the steel pipe pile, and when the bracket moves to the set through hole position, the torsion spring can force the front end of the bracket to automatically insert into the through hole. When setting up a plurality of bracket subassemblies in the axial, the installation can be in advance with the hole stifled, when near all bracket subassemblies move to corresponding via hole, removes the plug, through upper and lower synchronous motion bracket subassembly, can realize that all brackets on a plurality of bracket subassemblies insert simultaneously in the corresponding via hole.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the description in the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.

Fig. 1 is a schematic structural view of a pile sheet type retaining wall with a pressure reducing plate according to an embodiment of the present invention;

fig. 2 is a schematic structural view of a bottom pile and a support column according to an embodiment of the present invention;

fig. 3 is a schematic structural view of a bottom pile and a support column according to another embodiment of the present invention.

Fig. 4 is a schematic structural view of a steel pipe pile in embodiment 2 of the present invention;

fig. 5 is a schematic diagram of the operation of the steel pipe pile according to embodiment 2;

FIG. 6 is a schematic structural view of the corbel assembly shown in FIG. 4;

FIG. 7 is a transverse cross-sectional view of the corbel assembly shown in FIG. 6;

fig. 8 is a schematic structural diagram of a steel pipe pile structure according to embodiment 3 of the present invention;

FIG. 9 is an enlarged view of a portion of FIG. 8 at A;

FIG. 10 is an enlarged view of a portion of FIG. 9 at B;

FIG. 11 is a schematic structural view of the instant the support plate falls off;

fig. 12 is a schematic structural view of a steel pipe pile structure according to embodiment 4 of the present invention.

Detailed Description

The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.

In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.

The present invention will be further explained with reference to specific embodiments.

Example 1

As shown in fig. 1 to 3, the pile-plate retaining wall with pressure-reducing plates provided in the present embodiment includes a plurality of pile assemblies, a plurality of plate walls 3, a crown beam 4 and pressure-reducing plates 5, which are sequentially arranged at intervals; the pile assembly comprises a support column 2 with the upper end positioned above the ground and a bottom pile 1 positioned below the ground; the plurality of plate walls 3 are respectively positioned between two adjacent pillars 2 and fixed with the pillars 2; the crown beam 4 is horizontally arranged and fixed with the tops of the bottom piles 1; the bottom of the strut 2 extends into the ground to be fixed with the crown beam 4; the decompression board 5 is horizontally arranged on the wall back side of the plate wall 3 and fixed with the crown beam 4 or the plate wall 3.

The pile plate type retaining wall with the pressure reducing plates comprises pile columns, a plate wall 3, the pressure reducing plates 5 and the like, wherein the retaining plates are arranged among the piles to stabilize a soil retaining structure of a soil body, the pile plate type retaining wall is mainly used for reinforcing a permanent side slope, can also be used for supporting a temporary side slope in foundation pit excavation, and is suitable for supporting and retaining a cutting and a embankment in general areas, flooding areas and earthquake areas, and supporting and retaining engineering of special roadbeds such as landslides and the like. Compared with the retaining wall in the prior art, the structure is not influenced by geological conditions and foundation bearing capacity, is not influenced when the retaining wall is close to the existing building 6 and the compaction degree of the backfilled soil in the fertilizer groove is insufficient, can be suitable for the situation that the proposed retaining wall is close to the existing building 6 and the stratum is mainly filled with the soil layer with lower bearing capacity, and can also be used as an underground courtyard outer wall. The crown beam 4 connects and fixes a plurality of bottom piles 1 together, and the stability of the bottom piles 1 is improved. The pressure reducing plate 5 can be arranged at the top beam 4 or above the top beam 4 (namely connected with the plate wall 3) according to the actual terrain, the maximum bending moment value of the pile loaded section can be reduced by the pressure reducing plate 5, the horizontal deformation value of the top of the plate wall 3 is reduced, the cross section size of the pile can be optimized, and the loaded section length of the anchor cable-free pile plate type retaining wall can be prolonged. Such a sheet pile wall with pressure relief panels may be selected when there are more surrounding underground structures or obstacles or when anchor rod type sheet pile wall construction is not possible.

The optimal position of the pressure reducing plate type pile plate wall is recommended to be H1-0.58-1.0H, the foundation anchoring condition is preferably small, and the foundation anchoring condition is preferably large. The plate length is determined by mainly considering two factors, firstly, the unloading plate has a certain action effect, otherwise, the advantages of the unloading plate cannot be embodied, and the anti-tilting bending moment formed by the unloading plate is recommended to reach the pile top bending moment of 20 percent; secondly, the length of the unloading plate is not suitable to be too long, and if the length of the unloading plate exceeds a fracture angle or the earth pressure of the unloading plate is too large, the length of the plate is not meaningful to be increased continuously after a similar fixed support is formed under the plate.

Preferably, as shown in fig. 3, the section of the support column 2 is square or rectangular, and the section of the bottom pile 1 is circular, so that the method is applicable to various mechanical hole forming construction processes, such as hole forming by an impact rotary drill and a rotary drilling rig. In general, a mechanical pore-forming construction process can be adopted in the case of water, and in the case of no water, a mechanical pore-forming or manual hole digging construction process can be adopted. Or, as shown in fig. 2, the cross sections of the support column 2 and the bottom pile 1 are both rectangular, and the method is applicable to projects for anhydrous stratums and for manual hole digging and hole forming.

The vertical center line of the support column 2 coincides with the vertical center line of the bottom pile 1, so that the bottom pile 1 and the support column 2 are firmly and stably fixed.

The wall of siding wall 3 and the one end parallel and level of the wall back of the siding wall 3 are kept away from to pillar 2, and the building is kept away from to this face of parallel and level promptly, is convenient for decorate and sets up outer string ladder etc..

The bottom end of panel wall 3 and the bottom parallel and level of pillar 2, the bottom of panel wall 3 stretches into the below ground promptly, strengthens the steadiness of panel wall 3.

Example 2

This embodiment is substantially the same as embodiment 1 except that: the bottom pile in this embodiment is a steel pipe pile structure.

As shown in fig. 4 to 8, the bottom pile includes: a steel pipe pile 110 and a bracket 121; a through hole 112 communicating the inside and the outside of the steel pipe pile tube cavity 111 is formed in the side wall of the steel pipe pile 110; the bracket 121 extends from the through hole 112 in the tube cavity 111 to support the foundation of the existing building 6.

In this embodiment, the bracket 121 is inserted into the through hole 112 so as to be slidably protruded from the tube cavity 111. The steel pipe pile 110 connecting bracket 121 structure is simple in structure and convenient to use, after the steel pipe pile 110 is arranged in place, the executing part 130 is used for pushing the tail end of the bracket 121 from the pipe cavity 111 of the steel pipe pile 110, the bracket 121 is forced to extend out of the steel pipe pile 110 through the through hole 112, and then the structure for connecting the steel pipe pile 110 and the foundation bracket 121 is formed.

More preferably, the present embodiment includes a bracket assembly 120, wherein the bracket assembly 120 includes more than two brackets 121 arranged at intervals in the circumferential direction of the lumen 111; the bracket assembly 120 is inserted into the pipe cavity 111 of the steel pipe pile 110 in an axially slidable manner.

Referring to fig. 6 and 7, in the same bracket assembly 120, the rear ends of two or more brackets 121 are hinged to each other; the front end of the bracket 121 is inserted into the through hole 112 from the inside of the tube cavity 111 to the outside of the tube cavity 111; alternatively, the bracket assembly 120 further includes a connecting seat, to which the rear end of the bracket 121 is hinged.

Before the steel pipe pile 110 is installed to a set depth, the corbel 121 is retracted into the through hole 112 in the radial direction of the steel pipe pile 110. That is, the front end of the bracket 121 does not protrude through the through hole 112, thereby facilitating smooth insertion of the steel pipe pile 110 into the foundation. In the same bracket assembly 120, a plurality of brackets 121 are uniformly arranged in the circumferential direction. For example, in this embodiment, the two corbels 121 are arranged at an included angle of 180 degrees.

More preferably, the bracket assembly 120 further comprises a torsion spring, which is sleeved on the hinge shaft at the rear end of the bracket 121, and the torsion spring tends to force the bracket 121 to open outward in the radial direction under the working condition.

The bracket component 120 can be conveniently and rapidly installed in place through the torsion spring, namely the bracket component 120 is inserted into the pipe cavity 111 from one end of the steel pipe pile 110, and when the bracket 121 moves to the position of the set through hole 112, the front end of the bracket 121 can be forced to be automatically inserted into the through hole 112 through the torsion spring. When a plurality of bracket assemblies 120 are arranged in the axial direction, the through holes 112 can be plugged in advance in the installation process, when all the bracket assemblies 120 move to the positions near the corresponding through holes 112, the plugs are removed, and by moving the bracket assemblies 120 up and down synchronously, all the brackets 121 on the plurality of bracket assemblies 120 can be inserted into the corresponding through holes 112 simultaneously.

And a limiting blocking stop 122 is arranged on the bracket 121, when the bracket 121 rotates, the limiting blocking stop 122 touches the executive component 130, the bracket component 120 is unfolded, and the bracket 121 extends out of the through hole to a set position.

The corbel assembly 120 preferably includes 2-6 corbels 121. The central axis of the through hole 112 and the central axis of the steel pipe pile 110 form an included angle of 30-85 degrees, so that the front end of the bracket 121 is smoothly guided to be inserted into the through hole 112. On the projection plane containing the central axis of the steel pipe pile 110, the distance between the upper vertex and the lower low point projected by the through hole 112 is larger than the diameter of the bracket 121, so that the bracket 121 can be perpendicular to the steel pipe pile 110 after being extended in place or the bracket 121 can be horizontally arranged.

Preferably, the corbel 121 is extended and then arranged at the bottom of the building foundation. The bracket 121 ejecting device is positioned inside the miniature steel pile and is applied to connection of the bottom end of the foundation and expansion of grouting radius at the periphery of the pile. Before grouting, the execution piece 130 drives the compression bracket 121 hidden in the pipe diameter to extend outwards. And a relatively complete cement-soil consolidation body can be effectively formed in later high-pressure construction, and the outwards extending bracket 121 extends into the surrounding concrete consolidation body to strengthen the connection between the steel pipe pile 110 and the concrete consolidation body, so that the end bearing force is effectively improved, and the pile bearing capacity is improved. Stretch out bracket 121 can effectively bearing concrete layer and inside shock attenuation foundation structure, effectively pass power.

The steel pipe pile 110 is matched with grouting construction to form a composite pile foundation with the outer side surrounding the concrete inner rigid core. The outer diameter of the pile foundation is enlarged by 100% -200% compared with that of a pure steel pipe pile 110, the foundation can be directly transferred to the miniature steel pipe pile 110 through the miniature pile bracket 121 device, the steel pile is directly stressed, and the situation that the steel pile and the foundation are damaged through a junction is avoided.

Example 3

The structure of the present embodiment is substantially the same as that of embodiment 2, except that:

as shown in fig. 8 to 11, in the present embodiment, 1 or more corbel assemblies 120 are provided at intervals in the pipe cavity 111 of the steel pipe pile 110; when a plurality of the bracket assemblies 120 are provided, adjacent bracket assemblies 120 are connected by the intermediate link 152. The corbel assembly 120 may also be inserted into a nearby foundation without supporting a foundation such as a concrete layer, which may also effectively increase the load bearing capacity of the body.

A compression spring 160 is arranged in the pipe cavity 111 and at the bottom of the bracket assembly 120 at the lowest end, two ends of the compression spring 160 are connected with the bracket assembly 120 at the lowest end and the steel pipe pile 110, and the compression spring 160 is compressed and tends to force the bracket assembly 120 to move upwards, so that the bracket 121 is prevented from extending out of the through hole 112.

Before the steel pipe pile 110 is inserted into the set position of the foundation, the compression spring 160 prevents the bracket assembly 120 from moving downward by its own elastic force, that is, all the brackets 121 are retracted into the through holes 112. After the steel pipe pile 110 is arranged in place, all the bracket assemblies 120 are pressed downwards from top to bottom by the force transmission pressure rod and other actuators 130 to overcome the elasticity of the compression springs 160 to move downwards, and the brackets 121 gradually extend out of the through holes 112 to form a bracket 121 supporting structure of the pile body.

And the support plate 140 is arranged in the tube cavity 111 and is fixedly connected with the inner wall of the tube cavity 111, and the bottom of the compression spring 160 is abutted against the support plate 140.

More preferably, based on the above technical solutions, as shown in fig. 9 and 11, the support plate 140 is temporarily and fixedly connected with the inner wall of the lumen 111 through the connecting ribs 141, when all the leg assemblies 120 are pressed downward from top to bottom by the actuator 130 to move downward against the elastic force of the compression spring 160, the compression spring 160 is compressed to the limit position and the front ends of the legs 121 extend out of the through holes 112 to the set extending distance, the connecting ribs 141 are broken, the support plate 140 is disengaged from the inner wall of the lumen 111 (preferably, the support plate 140 falls to the bottom of the lumen 111 or is disengaged from the steel pipe pile 110), and the compression spring 160 is released to be fully expanded without tending to force the leg assemblies 120 to move upward.

A top plate 151 is slidably arranged in the tube cavity 111 and above the uppermost bracket assembly 120, the top plate 151 is connected with the uppermost bracket assembly 120 through an intermediate connecting piece 153 such as a connecting rod, and the actuating element 130 pushes the bracket assembly 120 to move downwards through the top plate 151; a base plate 150 is slidably disposed in the lumen 111 and below the lowest leg assembly 120, the base plate 150 is connected to the lowest leg assembly 120 by an intermediate connector 153 such as a link, and the top of the compression spring 160 abuts against the base plate 150.

As shown in fig. 10, a guide groove 113 is provided in the pipe cavity 111 in the axial direction of the steel pipe pile 110, and a guide key 154 engaged with the guide groove 113 is provided on the bottom plate 150 and/or the top plate 151.

More preferably, the bottom plate 150 and/or the top plate 151 are provided with a limiting structure for limiting the position of the corbel assembly 120 in the axial direction. The limiting structure comprises an upper limiting structure used for limiting the bracket 121 to be in a ready state before extending out of the through hole 112; and a lower limit structure for limiting the bracket 121 to keep working after extending out of the through hole 112. Referring to fig. 10, the limiting structure includes: a limit pin 155 and a limit hole 114; an upper limiting hole 114 and a lower limiting hole 114 are arranged in the tube cavity 111; the limit pin 155 can be telescopically arranged in the mounting hole on the bottom plate 150 or the top plate 151 along the radial direction; the position-limiting hole 114 is disposed on the traveling path of the position-limiting pin 155, and a spring is disposed in the mounting hole and tends to force the position-limiting pin 155 to extend out of the mounting hole and into the position-limiting hole 114.

Utilize limit structure can fix the bracket subassembly temporarily, combine compression spring can guarantee that the bracket stretches out the via hole in advance before the pile body installation targets in place. And the lower limit structure can ensure that the bracket keeps an extending state after extending out, and the bracket is prevented from retracting under the interference of external force.

Example 4

The structure of the present embodiment is basically the same as that of embodiment 2 or 3, except that:

referring to fig. 12, a through hole 123 is formed in the bracket 121, and after the bracket 121 extends out of the steel pipe pile 110 through the through hole 112, the through hole 123 communicates the inside and the outside of the steel pipe pile 110; the reinforcing bar 124 inserts from the top down from the interior official working chamber of steel-pipe pile 110, and the reinforcing bar 124 top stretches out from the through-hole 123 and inserts in the soil horizon around, when pouring into the concrete into steel-pipe pile 110, partial concrete flows out and wraps up the reinforcing bar 124 outside steel-pipe pile 110 from the through-hole, forms an anchor structure after the concrete sets, greatly increased its bearing capacity, specially adapted soft geological conditions construction, and simple, the destructiveness is little.

Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the utility model has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.

Claims (10)

1. The pile-plate type retaining wall with the pressure reducing plates is characterized by comprising a plurality of pile components, a plurality of plate walls, crown beams and the pressure reducing plates which are sequentially arranged at intervals;

the pile assembly comprises a support column with the upper end positioned above the ground and a bottom pile positioned below the ground; the plurality of plate walls are respectively positioned between two adjacent pillars and fixed with the pillars;

the crown beam is horizontally arranged and fixed with the tops of the bottom piles; the bottom of the strut extends into the ground to be fixed with the crown beam; the pressure reducing plate is horizontally arranged on the wall back side of the plate wall and is fixed with the crown beam or the plate wall.

2. The sheet-pile retaining wall with pressure-reducing plates according to claim 1, wherein the columns are rectangular in cross section and the bottom piles are circular in cross section.

3. The pile-plate type retaining wall with pressure-reducing plates according to claim 1, wherein the columns and the foundation piles are rectangular in cross section.

4. The pile-plate retaining wall with pressure relief plates of claim 1 wherein the vertical centerline of said columns coincides with the vertical centerline of said bottom pile.

5. The pile-plate retaining wall with pressure-reducing plates according to claim 1, wherein the wall surface of the plate wall is flush with the end of the columns remote from the wall back of the plate wall.

6. The pile-plate retaining wall with pressure-reducing plates of claim 1, wherein the bottom ends of the plate walls are flush with the bottom ends of the columns.

7. The pile-plate retaining wall with pressure-reducing plates according to claim 1, wherein the bottom piles comprise steel pipe piles and brackets;

the side wall of the steel pipe pile is provided with a through hole communicated with the inside and the outside of the pipe cavity of the steel pipe pile;

the bracket can be inserted in the through hole in a manner of sliding and extending out of the tube cavity.

8. The pile sheet type retaining wall with the pressure reducing plates according to claim 7, comprising a bracket assembly including two or more of the brackets arranged at intervals in the circumferential direction of the pipe cavity; the bracket assembly can be inserted into the pipe cavity of the steel pipe pile in an axially sliding manner.

9. The pile sheet type retaining wall with the decompression plate of claim 8, wherein more than two brackets are hingedly connected to each other at their rear ends in the same bracket assembly; the front end of the bracket is inserted into the through hole from the inside of the tube cavity to the outside of the tube cavity;

or, the bracket component further comprises a connecting seat, and the rear end of the bracket is hinged to the connecting seat.

10. The sheet pile retaining wall of claim 7, further comprising a torsion spring mounted about the hinge at the rear end of the bracket, the torsion spring tending to urge the bracket radially outwardly in the operating condition.

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