CN210597294U

CN210597294U - Manual hole digging pile concrete prefabricated dado

Info

Publication number: CN210597294U
Application number: CN201920976028.7U
Authority: CN
Inventors: 陈宾; 曾浩哲; 张涛; 龚成; 唐文辉; 康宁; 屈子怡
Original assignee: Xiangtan University
Current assignee: Xiangtan University
Priority date: 2019-06-25
Filing date: 2019-06-25
Publication date: 2020-05-22
Anticipated expiration: 2029-06-25

Abstract

The utility model provides a prefabricated dado of manual hole digging pile concrete should prefabricated dado include: the protective wall comprises a protective wall main body and an elastic structure layer; the retaining wall main bodies are connected end to form the complete concrete retaining wall. The elastic structure layer is arranged on the outer side of the protective wall main body. The utility model discloses the scheme provides a pair of prefabricated dado of manual hole digging pile concrete sets up elastic structure layer through in the dado main part outside, plays and compresses tightly the reality with soil, prevents the effect that soil landslide and slow down the time of landslide. The personal safety of constructors is better guaranteed.

Description

Manual hole digging pile concrete prefabricated dado

Technical Field

The utility model relates to a prefabricated dado of manual hole digging pile concrete, concretely relates to prefabricated dado of manual hole digging pile concrete belongs to the building field.

Background

As a traditional pile foundation processing method, the manual hole digging pile has the advantages of no disturbance to people, low manufacturing cost, simple machine tool, clear soil layer, clean sediment, capability of directly judging the geological condition of a bearing stratum and the like. But the method has the limit conditions of high labor intensity, high soil quality and high safety protection requirements and the like. The protecting wall of the pile hole is a key component for ensuring the safe hole forming of the manual hole digging pile. At present, cast-in-place concrete dado is commonly used, but due to the limitation of construction sites, the quality of concrete is not easy to guarantee, and the construction period is long. When the geological conditions are complex and the soil pressure is high, the strength of the retaining wall may not meet the requirements, and great potential safety hazards exist. The existing retaining wall only prevents accidents after the soil wall collapses, does not fundamentally prevent the collapse of the soil wall, and does not provide corresponding early warning measures. Therefore, the concrete prefabricated retaining wall of the manual hole digging pile is needed, the prefabricated construction is adopted, the construction period can be shortened, the construction quality is guaranteed, the prestress is applied to the soil wall through the capsule blocks, the collapse of the soil wall can be fundamentally prevented, and early warning is provided.

SUMMERY OF THE UTILITY MODEL

To the not enough of above-mentioned prior art, the utility model discloses an aim at plays the effect with soil compaction, prevents that soil from collapsing and slowing down the time of collapsing through setting up elastic construction layer in the dado main part outside. The personal safety of constructors is better guaranteed. The utility model provides a prefabricated dado of manual hole digging pile concrete should prefabricated dado include: the retaining wall main part, elastic structure layer. The retaining wall main bodies are connected end to form the complete concrete retaining wall. The elastic structure layer is arranged on the outer side of the protective wall main body.

According to the utility model discloses a first embodiment provides a prefabricated dado of manual hole digging pile concrete:

a prefabricated dado of manual excavation pile concrete, this prefabricated dado includes: the retaining wall main part, elastic structure layer. The retaining wall main bodies are connected end to form the complete concrete retaining wall. The elastic structure layer is arranged on the outer side of the protective wall main body.

Preferably, the elastic structure layer includes: capsule block, medium inlet and outlet. The interior of the capsule block is communicated with the outside through a medium inlet and a medium outlet. The capsule block is arranged on the outer side of the wall protection main body.

Preferably, the elastic structure layer further comprises: and (4) balancing the pipeline. The capsule blocks between the adjacent protecting walls are communicated through a balance pipeline.

Preferably, the prefabricated retaining wall further comprises: a water stop pad. The water stop pad is arranged on the upper end face of the retaining wall main body, and/or the water stop pad is arranged on the lower end face of the retaining wall main body.

Preferably, the number of the capsule pieces is 1. The capsule block is in an arc square plate shape. The capsule comprises: an inner side surface, an outer side surface, and a rib plate. The inside surface is connected to the outside surface of the retaining wall body. The outer side surface is abutted against the inner wall of the manual hole digging pile. The rib plate is arranged between the inner side surface and the outer side surface. The rib plates are connected with the inner side surface and the outer side surface.

Preferably, the rib plate is provided with a communication hole.

Preferably, the number of the capsule blocks is A, and A is 2-200. Preferably, A is 6 to 100. More preferably, A is 9 to 50. The capsule blocks are communicated with each other through medium pipelines.

Preferably, the bladder blocks are arranged in an array on the outside of the main body of the retaining wall.

Preferably, the prefabricated retaining wall further comprises: longitudinal connecting holes and longitudinal connecting columns. The longitudinal connecting hole is formed in the top of the retaining wall main body, and the longitudinal connecting column is formed in the bottom of the retaining wall main body. Or the longitudinal connecting hole is arranged at the bottom of the retaining wall main body, and the longitudinal connecting column is arranged at the top of the retaining wall main body.

Preferably, a layer B of bayonets are arranged in the longitudinal connecting holes. And B buckles are arranged on the longitudinal connecting column. The bayonet is matched with the buckle.

Preferably, B is 1 to 30. Preferably, B is 2 to 20. More preferably, B is 4 to 8.

Preferably, the prefabricated retaining wall further comprises: and a protective wall connecting structure. The retaining wall connection structure includes: the first retaining wall connecting plate and the second retaining wall connecting plate. The first retaining wall connecting plate is arranged on one side of the retaining wall main body, and the second retaining wall connecting plate is arranged on the other side of the retaining wall main body. The first retaining wall connecting plate and the second retaining wall connecting plate are arranged in a matched mode.

Preferably, the first and second retaining wall connecting plates are each provided with a slurry injection hole.

Preferably, the prefabricated retaining wall further comprises: a grouting system. The grouting system comprises: grouting pipelines and grouting branch pipes. The slip casting pipeline sets up the inboard survey of dado main part. And grouting pipelines of the prefabricated dado on the upper layer and the lower layer are communicated with each other. And a grouting branch pipe is separated from the grouting pipeline. The grouting branch pipe passes through the grout injection hole. The grouting branch pipe extends to the pit wall.

Preferably, the prefabricated retaining wall further comprises: and (5) an early warning device. The early warning device includes: early warning pole, elastic construction. One end of the elastic structure is abutted against the wall protection main body. The other end of the elastic structure is connected with the early warning rod. The early warning rod is arranged on the wall protection main body in a penetrating mode. One end of the early warning rod connected with the elastic structure abuts against the elastic structure layer. The other end of the early warning rod is exposed out of the inner wall of the protecting wall main body.

Preferably, the early warning rod is provided with an early warning mark.

Preferably, the early warning device comprises: a flexible positioning structure. The flexible positioning structure is arranged on the early warning rod and is positioned on the end face of the connecting end of the early warning rod and the elastic structure. The flexible positioning structure extends outwards along the direction of the early warning rod. The other end and the early warning pole of elastic construction are connected specifically and are: one end of the elastic structure connected with the early warning rod is abutted against the flexible positioning structure.

Preferably, the early warning mark is specifically an early warning scale.

Preferably, the prefabricated retaining wall further comprises: a medium delivery conduit. The medium conveying pipeline is vertically arranged on the inner side of the wall protection main body. The medium conveying pipeline passes through the wall protecting main body through a branch pipeline and is communicated with the capsule block.

Preferably, the medium delivery pipe is provided with an injection shutoff valve and a down-flow shutoff valve. And the injection stop valve is arranged at the joint of the branch pipeline and the medium conveying pipeline. The down-flow shut-off valve is located downstream of the injection shut-off valve.

Preferably, the early warning scale comprises a water injection scale value and an early warning scale value. The water injection scale value of each layer of protective wall is obtained by the following formula according to the soil property condition on site, the maximum value is taken to be prefabricated on the early warning rod to serve as the water injection scale value, and the formula is as follows:

wherein, X_0n-nth section dado water injection scale value. n-number of retaining wall segments (from top to bottom).

And the weighted thickness average internal friction angle of the soil layer where the nth section of protective wall is located. r-radius of the flexible locating structure. Gamma ray_nAnd the weighted thickness average gravity of the soil layer where the nth section of protective wall is located, and the saturation gravity is adopted below the underground water line. k-the elastic coefficient of the elastic structure.

Preferably, the early warning scale value of each layer of protective wall is obtained according to the soil property condition of the site by the following formula, the maximum value is pre-manufactured on the early warning rod and is taken as the early warning scale value, and the formula is as follows:

wherein X_an-an nth segment retaining wall early warning scale value. n-number of retaining wall segments (from top to bottom).

And the weighted thickness average internal friction angle of the soil layer where the nth section of protective wall is located. r-radius of the flexible locating structure. Gamma ray_nAnd the weighted thickness average gravity of the soil layer where the nth section of protective wall is located, and the saturation gravity is adopted below the underground water line. c. C_nAnd (4) cohesion of the soil layer where the nth section of protective wall is located. k-the elastic coefficient of the elastic structure.

In a first embodiment, the elastic structural layer is arranged outside the retaining wall body. The main body of the retaining wall is connected end to form a complete concrete retaining wall. The resilient structural layer thus surrounds the outer layer of the concrete retaining wall. The elastic structure layer is abutted against the pit wall on the periphery of the concrete retaining wall. The elastic structure layer applies force on the pit wall uniformly, namely the elastic structure layer applies prestress on the pit wall. The soil of the pit wall is compacted, and the collapse of the soil of the pit wall in the construction process is prevented. And in the construction process, the prefabricated protecting wall is downwards installed every time a certain distance is dug downwards. When the soil is soft, collapse of the pit wall soil is easy to occur. The utility model discloses an install the elastic mechanism layer additional in the outside of prefabricated dado main part, make the elastic structure layer exert certain prestressing force to the hole wall. So that the soil around the prefabricated retaining wall is firm and not easy to collapse. If the wall collapses, the retaining wall is not easy to deform due to the protection effect of the elastic structure layer. The time of the collapse can be delayed. So that the constructors can evacuate for a sufficient time. Therefore, the utility model discloses the scheme can play and compress tightly the reality with soil, prevents the effect that soil landslide and slow down the time of landslide. The personal safety of constructors is better guaranteed.

It should be noted that the outer side of the retaining wall main body is the side of the convex surface of the prefabricated retaining wall, namely the side close to the soil. The prefabricated protecting wall is assembled, and the protecting wall main body is spliced end to form a complete circle of protecting wall. After the wall protecting main body is assembled, the elastic structure layer on the outer side of the wall protecting main body also forms a circle of active protective layer. Namely, the elastic structure layer can be abutted against and tightly press the soil of the peripheral pit wall, so that the soil of the pit wall is not easy to collapse.

The method is characterized in that the bag blocks are expanded to fill irregular gaps between the retaining walls and the soil wall and clamp the soil wall, so that the defect of insufficient contact between the prefabricated retaining walls and the soil wall is overcome, prestress can be applied to the soil wall, and collapse of the soil wall is actively prevented; and the internal pressure value of the capsule is obtained in real time through the early warning device, and the soil wall condition is monitored in real time through the change of the internal pressure value of the capsule.

In a first embodiment, the elastic structure layer is embodied as a bladder. Before the medium is not filled in the capsule block, the whole capsule block is flat. The soft capsule block is beneficial to the installation and construction of the integral prefabricated protective wall. After the retaining wall main body is installed, a medium is introduced into the capsule block to enable the capsule block to swell, so that the capsule block is abutted to soil of the pit wall. Thereby compacting the pit wall soil.

The medium is a fluid medium. May be a gas. But may also be a liquid. Because of the low cost and good compression resistance of water, water is preferred as the medium for filling the capsule.

In a first embodiment, the balancing conduit communicates with the bladder outside the same layer of the main body of the retaining wall. So that the outward pressure of the capsule blocks in the same layer can reach the effect of dynamic balance. In the scheme of the utility model, the capsule blocks on the same layer are connected through the balance pipeline. The medium pressure in the capsule is the same. Namely, the pit wall soil around the same layer of capsule can be made uniform. If the local soil collapses, after the pressure of the local capsule is increased, part of the medium in the local capsule flows into other capsules through the balance pipeline. Thereby playing the role of balancing the stress of the same layer capsule. The durability is improved.

In the first embodiment, when the capsule is 1, the capsule covers the outside of the main body of the retaining wall. The capsule block is arc-shaped square plate. The rib plates in the bag block can keep a certain distance between the outer side surface and the inner side surface, and prevent excessive deformation caused by filling media. Or bulge due to surface breakage of the capsule. In addition, the surface of the outer side of the capsule block can form concave-convex shape due to the constraint action of the rib plate. The concave-convex structure formed on the surface of the outer side is embedded into soil, so that the weight of the retaining wall is favorably shared on the pit wall. The stress of the retaining wall top fixing mechanism is reduced. During the construction of the manual hole digging pile, the hole is dug from top to bottom, and the retaining wall is also installed from top to bottom. Because the bottom of the protective wall is free from supports, the protective wall is fixed at the vertical height by being suspended by a fixing mechanism at the upper end of the pithead. This requires a high rigidity for the fixing mechanism. The utility model discloses the scheme can effectual reduction fixed establishment's pressure. The durability of the fixing mechanism is improved.

In the first embodiment, the rib plates are provided with the communication holes, so that the capsule block part surrounded by the rib plates can be communicated with other capsule blocks, and the whole interior of the capsule block is communicated everywhere.

In the first embodiment, there is yet another embodiment. The entire elastic structure layer includes: a plurality of capsular bag. All the capsule blocks are communicated through medium pipelines. The plurality of capsule blocks also form a concave-convex outer surface integrally, and can be better embedded into pit wall soil. The pit wall is allowed to bear the weight of the prefabricated retaining wall.

In a first embodiment, the retaining wall body and its underlying retaining wall body are connected by longitudinal connecting holes and longitudinal connecting columns. Thereby eliminating the need for additional booms or lifting lines. The longitudinal connecting hole is internally provided with a bayonet, the longitudinal connecting column is internally provided with a buckle, and the buckle and the bayonet are combined to connect the longitudinal connecting hole and the longitudinal connecting column together. By adopting the scheme, the use of extra hanging hangers can be reduced.

In a first embodiment, the prefabricated retaining wall further comprises a retaining wall connection structure, in particular a retaining wall lateral connection structure. The dado main part is end to end through first dado connecting plate and second dado connecting plate. Thereby forming a complete prefabricated retaining wall. And slurry injection holes are formed in corresponding positions on the first retaining wall connecting plate and the second retaining wall connecting plate.

In a first embodiment, the prefabricated wall further comprises a grouting system, a concrete pump of the grouting system pumping concrete slurry into the grouting pipe. Because the grouting branch pipe extends into the pit wall, the concrete slurry entering the grouting pipeline is sprayed out of the grouting branch pipe. Concrete grout is filled into the gap between the prefabricated retaining wall and the pit wall.

In a first embodiment, the device further comprises an early warning device. The elastic structure layer pushes the early warning rod to move towards the center of the prefabricated protecting wall and extend out of the inner wall of the protecting wall main body. The stress condition of the elastic structure layer can be judged by judging the extending length of the early warning rod. Because the elastic structure layer is positioned between the retaining wall main body and the pit wall, the condition of the elastic structure layer cannot be observed. If the local pit wall soil collapses, the local pit wall soil extrudes the elastic structure layer, and the pressure of the elastic structure layer is increased. There is an unknown risk. Adopt early warning device, the atress condition of understanding elastic structure layer that can be timely, the elastic structure layer atress is big more, then promotes that the length that early warning pole stretched out is longer. The stress condition of the elastic structure layer can be known through the extension length of the early warning rod, if local soil collapse occurs, the extension length of the early warning rod is lengthened, the severity of the soil collapse can be judged by observing the extension length of the early warning rod, and therefore construction teams can judge how to deal with the soil collapse.

It should be noted that, if in the capsule embodiment, the warning rod abuts against the inside surface of the capsule.

In a first embodiment, a flexible locating structure is provided on the warning rod at the end that is in contact with the resilient structural layer. The position of the early warning rod abutting against the elastic structure layer is not easy to deviate.

In a first embodiment, the warning rod is further provided with warning marks. The stress condition of the elastic structure layer can be judged through the early warning mark.

In the first embodiment, the early warning mark is an early warning scale which is divided into a water injection scale value and an early warning scale value, and the condition of the injected medium of the capsule can be better judged through the water injection scale value. In the capsule embodiment, it may be determined whether the pressure of the charge medium is up to standard. The stress condition of the elastic structure layer can be better judged through the early warning scale value. And when the early warning scale is reached, stopping construction immediately, performing remedial measures, and evacuating personnel if the remedial measures are invalid. In a first embodiment, the medium is introduced into the balloon via a medium delivery conduit. And the medium conveying pipeline of the prefabricated protective wall on the upper layer is communicated with the medium conveying pipeline on the lower layer. The medium conveying pipeline is communicated with the capsule blocks from top to bottom.

In a first embodiment, an injection shut-off valve on the media supply line controls the media filling of the capsule whose branch line is connected. And the lower-pass stop valve controls the opening and closing of the lower-pass medium. When the media transport pipe is not in place below, the down cut valve of the floor is closed.

In the first embodiment, the early warning rod is engraved with a water injection scale value and an early warning scale value. As the soil pressure of the manual hole digging pile is transited from the static soil pressure to the active soil pressure in the hole forming process, the water injection scale value is calculated from the static soil pressure, and the early warning scale value is calculated from the active soil pressure. The derivation process of the water injection scale value and the early warning scale value is as follows:

it should be noted that, from the static soil pressure intensity calculation formula:

inner friction angle of nth section of protection wall

Taking the weighted thickness average internal friction angle of the soil layer where the section of the protective wall is positioned

The weight gamma of the soil is the weighted thickness average weight gamma of the soil layer where the protecting wall of the section is located_n. Since each section of the protective wall is 1 meter, the upper layer z of the nth section of the protective wall is n-1. And n is taken as the lower layer z of the nth protecting wall. So the pressure intensity sigma of the static soil on the upper part of the n-th protective wall_0nThe method comprises the following steps:

pressure intensity sigma of static soil at lower part of nth section of retaining wall_0nThe following are:

the stress sigma of the capsule block on the protective wall is the same because the capsule block can conduct water pressure and the force of the capsule block on the protective wall is the same_0nComprises the following steps:

carry-in sigma_{0n is above}And σ_{Under 0n}Obtaining:

the horizontal component force Fx that flexible positioning structure receives is:

F_x＝p_xA_x

taking the pressure on the centroid of Ax of the projection plane, px is sigma_0nAnd the plumb projection area Ax of the curved surface is pi r2, wherein r is the radius of the flexible positioning structure, and the following are obtained:

from hooke's law: kx ═ F

Taking F as Fx to obtain the water injection scale value X of the nth layer_0nComprises the following steps:

calculating the formula according to the static soil pressure intensity:

inner friction angle of nth section of protection wall

The weight gamma of the soil is the weighted thickness average weight gamma of the soil layer where the protecting wall of the section is located_n. Since each section of the protective wall is 1 meter, the upper layer z of the nth section of the protective wall is n-1. And n is taken as the lower layer z of the nth protecting wall. So the pressure intensity sigma of the active soil on the upper part of the n-th section of the retaining wall_0nThe method comprises the following steps:

pressure intensity sigma of active soil at lower part of nth section of retaining wall_0nThe following are:

the stress sigma of the capsule block on the protective wall is the same because the capsule block can conduct water pressure and the force of the capsule block on the protective wall is the same_anComprises the following steps:

carry-in sigma_{an on}And σ_{a is below}Obtaining:

the horizontal component force Fx that flexible positioning structure receives is: f_x＝p_xA_x

Taking the pressure px on the centroid of the Ax projection surface as sigma_anAnd the plumb projection area Ax of the curved surface is pi r2, wherein r is the radius of the flexible positioning structure, and the following are obtained:

from hooke's law: kx ═ F

Taking F as Fx to obtain the n-th layer early warning scale value X_anComprises the following steps:

and respectively calculating the water injection scale value and the early warning scale value of each layer, and taking the maximum value to be prefabricated on the early warning rod as the water injection scale value and the early warning scale value.

It should be noted that, through the above formula, the soil pressure is transited from the active soil pressure to the static soil pressure in the process of forming the hole by the manual dug pile, so that the scale is calculated as the water injection and early warning scale value by using the difference of the two soil pressures as the critical state.

According to the utility model discloses a second embodiment provides a construction method of prefabricated dado of manual hole digging pile concrete:

a construction method of a concrete prefabricated dado of a manual hole digging pile comprises the following steps,

1) and prefabricating the prefabricated retaining wall of the manual hole digging pile according to the field condition and the design requirement.

2) And measuring the pile position, and drilling a pile hole according to the designed position.

3) When the pile is dug to 1.2 meters, the pile is stopped to be dug, the protective wall is placed inside the protective wall to be connected left and right, the capsule blocks are communicated, water is injected into the capsule blocks to the water injection scale, and the pile is continuously dug downwards.

4) And then the pile is dug downwards for 1.2 m, the pile is stopped to be dug, the protecting walls are connected up and down and then connected left and right, the sac blocks are communicated, water is injected into the sac blocks to reach the water injection scale, and the pile is continuously dug downwards.

5) And then repeating the installation step of the fourth step every 1 m of the lower digging.

6) After the pile digging is finished, the personnel evacuate upwards, and the valve at the lower part of each layer of water injection pipe is opened.

7) And pumping water in the bag block and performing grouting after the personnel evacuate to the upper part of the pile hole.

8) And (5) hoisting a steel reinforcement cage, and pouring concrete.

Preferably, in the left and right connections of steps 3) -5), the first retaining wall connection plate is butted against the second retaining wall connection plate of the adjacent retaining wall, and the first retaining wall connection plate and the second retaining wall connection plate are inserted between the slurry injection holes by using the slip casting branch pipe to be connected in a matched manner, and are inserted into the soil wall.

Preferably, in the up-and-down connection in the steps 4) -5), the protective wall is firstly placed at the bottom of the pile hole, the longitudinal connecting column is aligned with the longitudinal connecting hole, and the longitudinal connecting column is inserted into the longitudinal connecting hole by using a jack so as to be connected in a matching way.

Preferably, in the steps 4) to 5), if the early warning rod is found to exceed the early warning scale, the operation is stopped immediately. Stopping construction, carrying out remedial measures, and evacuating personnel if the remedial measures are invalid.

Preferably, in step 6), when the pressure difference between the upper and lower retaining walls exceeds a predetermined value before the valve is opened, water is injected into the retaining wall capsule having a lower pressure layer and pressurized.

In the second embodiment of the application, when connecting up and down, the protective wall is firstly put at the bottom of the pile hole, the longitudinal connecting column is aligned with the longitudinal connecting hole, and the longitudinal connecting column is inserted into the longitudinal connecting hole by using a jack so as to be connected in a matching way.

In the second embodiment of the application, in order to ensure that the pressure of the three capsule blocks is consistent during water injection, the balance pipelines at the lower ends of the capsule blocks are connected after the protective walls are connected, and then water injection is carried out.

In the second embodiment of this application, can observe early warning pole displacement change and learn the water injection volume when filling water to the capsule, stop the water injection when reaching the water injection scale. When the pressure change of the soil wall causes the pressure change inside the capsule, the early warning rod can be read through displacement change, when the early warning scale is reached, construction is immediately stopped, remedial measures are carried out, and if the remedial measures are invalid, people are evacuated.

In the second embodiment of the application, the upper balance pipeline of the water conveying pipe is connected with the lower joint of the water conveying pipe of the upper layer of the protecting wall. When water is injected into the capsule block, the water pump is connected to a steel water injection connector in the middle of the water pipe and opens the water injection stop valve, and the stop valve is communicated downwards. And when the water injection is finished, the injection stop valve is closed, and the water pump is removed.

In the second embodiment of the application, when people leave the valve upwards and find that the pressure difference between the upper and lower protective walls exceeds a specified value, water is injected into the protective wall capsule block with the layer with lower pressure to pressurize until the pressure difference is within a safe range, and then the lower opening stop valve is opened. Prevent the accident caused by the overlarge pressure change.

In the present invention, the thickness of the elastic structure layer is 1-100cm, preferably 1.5-80cm, more preferably 2-50cm, and even more preferably 3-30 cm.

In the present invention, the thickness of the retaining wall main body is 2 to 200cm, preferably 3 to 100cm, more preferably 4 to 80cm, and still more preferably 5 to 50 cm.

Compared with the prior art, the utility model discloses following beneficial effect has:

1. the utility model can apply prestress to the soil of the pit wall, clamp the soil and prevent the soil from loosening and collapsing;

2. the capsule of the utility model can be embedded into the soil to share the weight of the prefabricated protective wall and improve the durability of the fixing mechanism of the concrete protective wall;

3. the utility model discloses a real time monitoring of capsule atress is realized to early warning device, can help constructor to know the hole wall soil condition in real time, in time gets rid of the dangerous situation, avoids the emergence of construction accident.

Drawings

Fig. 1 is a schematic structural view of the present invention;

FIG. 2 is a front view of the present invention;

fig. 3 is a top view of the present invention;

fig. 4 is a bottom view of the present invention;

fig. 5 is a sectional view of the water pipe of the present invention;

FIG. 6 is a schematic view of the left and right connection structure of the present invention;

FIG. 7 is a schematic structural view of the grouting pipe and the horizontal nail of the present invention;

fig. 8 is a schematic structural view of the water pipe of the present invention;

fig. 9 is a schematic structural view of the early warning structure of the present invention;

FIG. 10 is a schematic view of the structure of the longitudinal connecting column of the present invention

FIG. 11 is a cut-away view of the utility model after the longitudinal connecting column is connected with the longitudinal connecting hole;

FIG. 12 is a front view of the elastic structure layer of the present invention with only one bladder block;

FIG. 13 is a top view of the elastic structure layer of the present invention with only one bladder block;

FIG. 14 is a front view of the elastic structure layer with a plurality of bladder blocks of the present invention;

fig. 15 is a schematic view of the structure and position of the pile hole of the present invention.

Reference numerals:

1: a bulkhead main body; 101: a water stop pad; 2: an elastic structure layer; 201: a capsule block; 20101: an inner side surface; 20102: an outer side surface; 20103: a rib plate; 20104: a media conduit; 202: a media inlet and outlet; 203: a balance pipeline; 3: a longitudinal connecting hole; 4: a longitudinal connecting column; 5: a retaining wall connection structure; 501: a first retaining wall connecting plate; 502: a second retaining wall connecting plate; 503: a slurry injection hole; 6: an early warning device; 601: an early warning rod; 602: an elastic structure; 603: a flexible positioning structure; 7: a media delivery conduit; 701: a branch pipeline; 702: an injection stop valve; 703: a lower-through stop valve; 8: a grouting system; 801: grouting a pipeline; 802: and (6) grouting branch pipes.

Detailed Description

According to the utility model discloses an embodiment provides a prefabricated dado of manual hole digging pile concrete:

a prefabricated dado of manual excavation pile concrete, this prefabricated dado includes: the protective wall comprises a protective wall main body 1 and an elastic structure layer 2. The retaining wall main bodies 1 are connected end to form the complete concrete retaining wall. The elastic structure layer 2 is arranged outside the retaining wall main body 1.

Preferably, the elastic structure layer 2 comprises: capsule 201, medium inlet and outlet 202. The interior of the capsule 201 is communicated with the outside through a medium inlet and outlet 202. The capsule 201 is disposed outside the main body 1.

Preferably, the elastic structure layer 2 further comprises: the pipe 203 is balanced. The pockets 201 between adjacent retaining walls are in communication by a balancing duct 203.

Preferably, the prefabricated retaining wall further comprises: a water stop pad 101. The water stop pad 101 is arranged on the upper end face of the retaining wall main body 1, and/or the water stop pad 101 is arranged on the lower end face of the retaining wall main body 1.

Preferably, the number of the capsule blocks 201 is 1. The capsule block 201 is in an arc square plate shape. The capsule 201 includes: inboard surface 20101, outboard surface 20102, gusset 20103. The inside surface 20101 is connected to the outside surface of the bulkhead body 1. Outboard surface 20102 abuts the inner wall of the manual bored pile. The web 20103 is disposed between the inboard surface 20101 and the outboard surface 20102. Ribs 20103 are connected to inboard surface 20101 and outboard surface 20102.

Preferably, the rib 20103 is provided with a communication hole.

Preferably, the number of the capsule blocks 201 is A, and A is 2-200. Preferably, A is 6 to 100. More preferably, A is 9 to 50. The capsule blocks 201 are mutually communicated through a medium pipeline 20104.

Preferably, the bladder pieces 201 are arranged in an array on the outside of the retaining wall body 1.

Preferably, the prefabricated retaining wall further comprises: a longitudinal connecting hole 3 and a longitudinal connecting column 4. The longitudinal connecting hole 3 is arranged at the top of the retaining wall main body 1, and the longitudinal connecting column 4 is arranged at the bottom of the retaining wall main body 1. Or the longitudinal connecting hole 3 is arranged at the bottom of the retaining wall main body 1, and the longitudinal connecting column 4 is arranged at the top of the retaining wall main body 1.

Preferably, a layer B of bayonets are arranged in the longitudinal connecting hole 3. And B buckles are arranged on the longitudinal connecting column 4. The bayonet is matched with the buckle.

Preferably, the prefabricated retaining wall further comprises: and a retaining wall connecting structure 5. The retaining wall connection structure 5 includes: a first retaining wall connecting plate 501 and a second retaining wall connecting plate 502. The first retaining wall connecting plate 501 is disposed on one side of the retaining wall main body 1, and the second retaining wall connecting plate 502 is disposed on the other side of the retaining wall main body 1. The first retaining wall connecting plate 501 and the second retaining wall connecting plate 502 are cooperatively arranged.

Preferably, the first and second retaining

wall connection plates

501 and 502 are each provided with a slurry injection hole 503.

Preferably, the prefabricated retaining wall further comprises: a grouting system 8. The grouting system 8 includes: grouting pipe 801 and grouting branch pipe 802. The grouting pipe is arranged at the inner side of the retaining wall main body 1. The grouting pipelines 801 of the prefabricated dado of the upper layer and the lower layer are communicated with each other. A grouting branch pipe 802 is branched from the grouting pipe 801. The slurry injection branch pipe 802 passes through the slurry injection hole 503. The grouting branch 802 extends to the pit wall.

Preferably, the prefabricated retaining wall further comprises: and an early warning device 6. The early warning device 6 includes: early warning pole 601, elastic structure 602. One end of the elastic structure 602 abuts against the retaining wall main body 1. The other end of the elastic structure 602 is connected with the early warning rod 601. The early warning rod 601 is arranged on the wall protection main body 1 in a penetrating mode. One end of the early warning rod 601 connected with the elastic structure 602 abuts against the elastic structure layer 2. The other end of the warning rod 601 is exposed to the inner wall of the retaining wall body 1.

Preferably, the warning rod 601 is provided with a warning mark.

Preferably, the warning device 6 includes: a flexible locating structure 603. The flexible positioning structure 603 is disposed on the early warning rod 601, and is located on an end surface of a connection end of the early warning rod 601 and the elastic structure 602. The flexible locating structure 603 extends laterally outward in the direction of the warning rod 601. The other end of the elastic structure 602 is connected with the early warning rod 601 specifically as follows: the end of the elastic structure 602 connected to the early warning rod 601 abuts against the flexible positioning structure 603.

Preferably, the early warning mark is specifically an early warning scale.

Preferably, the prefabricated retaining wall further comprises: a medium delivery conduit 7. The medium conveying pipeline 7 is vertically arranged on the inner side of the dado main body 1. The medium conveying pipeline 7 passes through the dado main body 1 through a branch pipeline 701 to be communicated with the capsule block 201. Preferably, the medium delivery pipe 7 is provided with an injection shutoff valve 702 and a lower flow shutoff valve 703. The injection shut-off valve 702 is provided at the junction of the branch pipe 701 and the medium delivery pipe 7. The down-flow cut-off valve 703 is located downstream of the injection cut-off valve 702.

wherein, X_0n-water injection scale value of n-th section of protective wall. n-number of retaining wall segments (from top to bottom).

8) And (5) hoisting a steel reinforcement cage, and pouring concrete.

Preferably, in the left and right connections of steps 3) to 5), the first retaining wall connection plate 501 is butted against the second retaining wall connection plate of the adjacent retaining wall, inserted between the slurry injection holes 503 using the slurry injection branch pipes 802 to be connected in a fitting manner, and inserted into the soil wall.

Preferably, in the steps 4) to 5), if the early warning rod exceeds the early warning scale, the construction is immediately stopped, remedial measures are carried out, and if the remedial measures are invalid, people are evacuated.

Preferably, when the vertical connection is carried out, the protective wall is placed at the bottom of the pile hole, the longitudinal connecting column is aligned with the longitudinal connecting hole, and the longitudinal connecting column is inserted into the longitudinal connecting hole by using a jack so as to be connected in a matching mode.

Preferably, in order to ensure that the pressure of the three sac blocks is consistent during water injection, the balance pipelines at the lower ends of the sac blocks are connected after the retaining walls are connected, and then water injection is performed.

Preferably, the water injection amount can be known by observing the displacement change of the early warning rod when the capsule is injected with water, and the water injection is stopped when the water injection scale is reached. When the pressure change of the soil wall causes the pressure change inside the capsule, the early warning rod can be read through displacement change, when the early warning scale is reached, construction is immediately stopped, remedial measures are carried out, and if the remedial measures are invalid, people are evacuated.

Preferably, the upper balance pipeline of the water conveying pipe is connected with the lower connector of the water conveying pipe of the upper layer of the protecting wall. When water is injected into the capsule block, the water pump is connected to a steel water injection connector in the middle of the water pipe and opens the water injection stop valve, and the stop valve is communicated downwards. And when the water injection is finished, the injection stop valve is closed, and the water pump is removed.

Preferably, when people leave the valve and find that the pressure difference between the upper and lower protective walls exceeds a specified value before opening the valve, water is injected into the protective wall capsule block with the layer with lower pressure to pressurize until the pressure difference is within a safe range, and then the lower stop valve is opened. Prevent the accident caused by the overlarge pressure change.

Example 1

A prefabricated dado of manual excavation pile concrete, this prefabricated dado includes: the protective wall comprises a protective wall main body 1 and an elastic structure layer 2. The retaining wall main bodies 1 are connected end to form the complete concrete retaining wall. The elastic structure layer 2 is arranged outside the retaining wall main body 1. The thickness of the elastic structure layer 2 is 5 cm; the thickness of the retaining wall body 1 is 10 cm.

Example 2

Example 1 was repeated except that the elastic structure layer 2 comprised: capsule 201, medium inlet and outlet 202. The interior of the capsule 201 is communicated with the outside through a medium inlet and outlet 202. The capsule 201 is disposed outside the main body 1. The thickness of the elastic structure layer 2 is 10 cm; the thickness of the retaining wall body 1 is 15 cm.

Example 3

Example 2 was repeated except that the elastic structure layer 2 further included: the pipe 203 is balanced. The pockets 201 between adjacent retaining walls are in communication by a balancing duct 203. The prefabricated retaining wall further comprises: a water stop pad 101. The water stop pad 101 is arranged on the upper end face of the retaining wall main body 1, and/or the water stop pad 101 is arranged on the lower end face of the retaining wall main body 1.

Example 4

Example 3 was repeated except that the number of the capsule 201 was 1. The capsule block 201 is in an arc square plate shape. The capsule 201 includes: inboard surface 20101, outboard surface 20102, gusset 20103. The inside surface 20101 is connected to the outside surface of the bulkhead body 1. Outboard surface 20102 abuts the inner wall of the manual bored pile. The web 20103 is disposed between the inboard surface 20101 and the outboard surface 20102. Ribs 20103 are connected to inboard surface 20101 and outboard surface 20102. The rib plate 20103 is provided with a communication hole.

Example 5

Example 3 was repeated except that the number of the capsules 201 was a, a being 12. The capsule blocks 201 are mutually communicated through a medium pipeline 20104. The bladder pieces 201 are arranged in an array on the outside of the main body 1.

Example 6

Example 4 was repeated except that the prefabricated retaining wall further included: a longitudinal connecting hole 3 and a longitudinal connecting column 4. The longitudinal connecting hole 3 is arranged at the bottom of the retaining wall main body 1, and the longitudinal connecting column 4 is arranged at the bottom of the retaining wall main body 1. Or the longitudinal connecting hole 3 is arranged at the bottom of the retaining wall main body 1, and the longitudinal connecting column 4 is arranged at the bottom of the retaining wall main body 1. And B layers of bayonets are arranged in the longitudinal connecting holes 3. And B buckles are arranged on the longitudinal connecting column 4. The bayonet is matched with the buckle. And B is 4.

Example 7

Example 6 is repeated except that the prefabricated retaining wall further comprises: and a retaining wall connecting structure 5. The retaining wall connection structure 5 includes: a first retaining wall connecting plate 501 and a second retaining wall connecting plate 502. The first retaining wall connecting plate 501 is disposed on one side of the retaining wall main body 1, and the second retaining wall connecting plate 502 is disposed on the other side of the retaining wall main body 1. The first retaining wall connecting plate 501 and the second retaining wall connecting plate 502 are cooperatively arranged. The first and second retaining

wall connection plates

501 and 502 are each provided with a slurry injection hole 503. The thickness of the elastic structure layer 2 is 20 cm; the thickness of the retaining wall body 1 is 30 cm.

Example 8

Example 7 is repeated except that the prefabricated retaining wall further comprises: and an early warning device 6. The early warning device 6 includes: early warning pole 601, elastic structure 602. One end of the elastic structure 602 abuts against the retaining wall main body 1. The other end of the elastic structure 602 is connected with the early warning rod 601. The early warning rod 601 is arranged on the wall protection main body 1 in a penetrating mode. One end of the early warning rod 601 connected with the elastic structure 602 abuts against the elastic structure layer 2. The other end of the warning rod 601 is exposed to the inner wall of the retaining wall body 1. The early warning rod 601 is provided with an early warning mark.

Example 9

Embodiment 8 is repeated except that the warning device 6 includes: a flexible locating structure 603. The flexible positioning structure 603 is disposed on the early warning rod 601, and is located on an end surface of a connection end of the early warning rod 601 and the elastic structure 602. The flexible locating structure 603 extends laterally outward in the direction of the warning rod 601. The other end of the elastic structure 602 is connected with the early warning rod 601 specifically as follows: the end of the elastic structure 602 connected to the early warning rod 601 abuts against the flexible positioning structure 603. The early warning mark is specifically an early warning scale.

Example 10

Example 9 is repeated except that the prefabricated retaining wall further comprises: a medium delivery conduit 7. The medium conveying pipeline 7 is vertically arranged on the inner side of the dado main body 1. The medium conveying pipeline 7 passes through the dado main body 1 through a branch pipeline 701 to be communicated with the capsule block 201. Preferably, the medium delivery pipe 7 is provided with an injection shutoff valve 702 and a lower flow shutoff valve 703. The injection shut-off valve 702 is provided at the junction of the branch pipe 701 and the medium delivery pipe 7. The down-flow cut-off valve 703 is located downstream of the injection cut-off valve 702.

Example 11

8) And (5) hoisting a steel reinforcement cage, and pouring concrete.

Example 12

Example 11 is repeated except that in the left and right connections of steps 3) -5), the first retaining wall connecting plate 501 is butted against the second retaining wall connecting plate of the adjacent retaining wall, and inserted between the slurry injecting holes 503 using the slurry injecting branch pipes 802 to be connected in a fitting manner, and inserted into the soil wall.

Example 13

Example 12 is repeated except that in the up-and-down connection of the steps 4) -5), the retaining wall is firstly placed at the bottom of the pile hole, the longitudinal connecting column is aligned with the longitudinal connecting hole, and the longitudinal connecting column is inserted into the longitudinal connecting hole by using a jack so as to be connected in a matching way.

Example 14

The embodiment 13 is repeated, only the steps 4) to 5) are carried out, if the early warning rod exceeds the early warning scale, the construction is immediately stopped, remedial measures are carried out, and if the remedial measures are invalid, the personnel are evacuated. And 6), before the valve is opened, water is required to be injected into the protective wall capsule block with the lower pressure layer for pressurization when the pressure difference between the upper protective wall and the lower protective wall exceeds a specified value.

Example 15

Example 14 was repeated except that when connecting up and down, the retaining wall was first placed to the bottom of the pile hole, the longitudinal connecting column was aligned with the longitudinal connecting hole, and the longitudinal connecting column was inserted into the longitudinal connecting hole using a jack, so that they were connected in a fitting manner. In order to ensure that the pressure of the three sac blocks is consistent during water injection, the balance pipelines at the lower ends of the sac blocks are connected after the protective walls are connected, and then water injection is carried out.

Example 16

Example 15 was repeated except that the water injection amount was known by observing the change in the displacement of the warning rod when the water was injected into the sac mass, and the water injection was stopped when the water injection scale was reached. When the pressure change of the soil wall causes the pressure change inside the capsule, the early warning rod can be read through displacement change, when the early warning scale is reached, construction is immediately stopped, remedial measures are carried out, and if the remedial measures are invalid, people are evacuated.

Example 17

Example 16 is repeated except that the upper balance pipeline of the water pipe is connected with the lower connector of the water pipe of the upper layer of the protecting wall. When water is injected into the capsule block, the water pump is connected to a steel water injection connector in the middle of the water pipe and opens the water injection stop valve, and the stop valve is communicated downwards. And when the water injection is finished, the injection stop valve is closed, and the water pump is removed.

Example 18

The embodiment 17 is repeated, only when people withdraw upwards and open the valve, the pressure difference between the upper and lower protective walls is found to exceed the specified value, the protective wall capsule block with the layer with lower pressure needs to be filled with water and pressurized until the pressure difference is within the safe range, and then the lower stop valve is opened. Prevent the accident caused by the overlarge pressure change.

Claims

1. The utility model provides a prefabricated dado of manual hole digging pile concrete which characterized in that: this prefabricated dado includes: the protective wall comprises a protective wall main body (1) and an elastic structure layer (2); the retaining wall main bodies (1) are connected end to form a complete concrete retaining wall; the elastic structure layer (2) is arranged on the outer side of the protective wall main body (1); wherein the elastic structure layer (2) comprises: a capsule block (201) and a medium inlet and outlet (202); the interior of the capsule block (201) is communicated with the outside through a medium inlet and outlet (202); the capsule block (201) is arranged on the outer side of the wall protection main body (1); the elastic structure layer (2) further comprises: a balancing duct (203); the capsule blocks (201) between the adjacent protecting walls are communicated through a balance pipeline (203);

wherein: the thickness of the elastic structure layer (2) is 1-100 cm.

2. The precast concrete dado for artificial bored piles according to claim 1, characterized in that: the prefabricated retaining wall further comprises: a water stop pad (101); the water stop pad (101) is arranged on the upper end face and/or the lower end face of the retaining wall main body (1).

3. The precast concrete dado for artificial bored piles according to claim 1, characterized in that: the number of the capsule blocks (201) is 1; the capsule block (201) is in an arc square plate shape; the capsule (201) comprises: an inside surface (20101), an outside surface (20102), a rib plate (20103); the inner side surface (20101) is connected with the outer side surface of the wall protection main body (1); the outer side surface (20102) is abutted against the inner wall of the manual hole digging pile; the rib plate (20103) is arranged between the inner side surface (20101) and the outer side surface (20102); the rib plate (20103) is connected with the inner side surface (20101) and the outer side surface (20102); the rib plate (20103) is provided with a communication hole.

4. The precast concrete dado for artificial bored piles according to claim 1, characterized in that: the number of the capsule blocks (201) is A, and A is 2-200; the capsule blocks (201) are communicated with each other through a medium pipeline (20104).

5. The precast concrete dado for artificial bored piles according to claim 4, characterized in that: a is 6 to 100; the capsule blocks (201) are arranged on the outer side of the wall protection main body (1) in an array form.

6. The precast concrete dado for artificial bored piles according to claim 5, characterized in that: a is 9-50.

7. The artificial bored pile concrete precast dado according to any one of claims 1 to 6, wherein: the prefabricated retaining wall further comprises: a longitudinal connecting hole (3) and a longitudinal connecting column (4); the longitudinal connecting hole (3) is arranged at the top of the retaining wall main body (1), and the longitudinal connecting column (4) is arranged at the bottom of the retaining wall main body (1); or the longitudinal connecting hole (3) is arranged at the bottom of the retaining wall main body (1), and the longitudinal connecting column (4) is arranged at the top of the retaining wall main body (1).

8. The precast concrete dado for artificial bored piles according to claim 7, characterized in that: a layer B of bayonets are arranged in the longitudinal connecting hole (3); b buckles are arranged on the longitudinal connecting column (4); the bayonet is matched with the buckle; b is 1-30.

9. The precast concrete dado for artificial bored piles according to claim 8, characterized in that: b is 2-20.

10. The precast concrete dado for artificial bored piles according to claim 8, characterized in that: b is 4-8.

11. The precast concrete dado for artificial bored piles according to any one of claims 1 to 6 and 8 to 10, characterized in that: the prefabricated retaining wall further comprises: a retaining wall connection structure (5); the retaining wall connection structure (5) comprises: a first retaining wall connecting plate (501) and a second retaining wall connecting plate (502); the first retaining wall connecting plate (501) is arranged on one side of the retaining wall main body (1), and the second retaining wall connecting plate (502) is arranged on the other side of the retaining wall main body (1); the first retaining wall connecting plate (501) and the second retaining wall connecting plate (502) are arranged in a matched mode; and/or

The prefabricated retaining wall further comprises: a grouting system (8); the grouting system (8) comprises: a grouting pipeline (801) and a grouting branch pipe (802); the grouting pipeline is arranged on the inner side of the retaining wall main body (1); grouting pipelines (801) of the prefabricated dado of the upper layer and the lower layer are communicated with each other; a grouting branch pipe (802) is separated from the grouting pipeline (801).

12. The precast concrete dado for a manual bored pile according to claim 11, characterized in that: slurry injection holes (503) are formed in the first retaining wall connecting plate (501) and the second retaining wall connecting plate (502); a grouting branch pipe (802) passes through the grouting hole (503); the grouting branch pipe (802) extends to the pit wall.

13. The precast concrete dado for artificial bored piles according to any one of claims 1 to 6, 8 to 10 and 12, characterized in that: the prefabricated retaining wall further comprises: a warning device (6); the early warning device (6) comprises: the early warning device comprises an early warning rod (601) and an elastic structure (602); one end of the elastic structure (602) is abutted against the wall protection main body (1); the other end of the elastic structure (602) is connected with the early warning rod (601); the early warning rod (601) penetrates through the wall protection main body (1); one end of the early warning rod (601) connected with the elastic structure (602) is abutted against the elastic structure layer (2); the other end of the early warning rod (601) is exposed out of the inner wall of the protective wall main body (1).

14. The precast concrete dado for artificial bored piles according to claim 13, characterized in that: an early warning mark is arranged on the early warning rod (601); and/or

The early warning device (6) comprises: a flexible positioning structure (603); the flexible positioning structure (603) is arranged on the early warning rod (601) and is positioned on the end face of the connecting end of the early warning rod (601) and the elastic structure (602); the flexible positioning structure (603) extends outwards along the direction of the early warning rod (601).

15. The precast concrete dado for artificial bored piles according to claim 14, characterized in that: the other end of elastic structure (602) is connected with early warning pole (601) and specifically is: one end of the elastic structure (602) connected with the early warning rod (601) is abutted against the flexible positioning structure (603); the early warning mark is specifically an early warning scale.

16. The precast concrete dado for artificial bored piles according to any one of claims 1 to 6, 8 to 10, 12 and 14 to 15, characterized in that: the prefabricated retaining wall further comprises: a medium delivery duct (7); the medium conveying pipeline (7) is vertically arranged on the inner side of the wall protection main body (1); the medium conveying pipeline (7) passes through the dado main body (1) through a branch pipeline (701) and is communicated with the capsule block (201).

17. The precast concrete dado for artificial bored piles according to claim 16, characterized in that: an injection stop valve (702) and a lower communication stop valve (703) are arranged on the medium conveying pipeline (7); the injection stop valve (702) is arranged at the joint of the branch pipeline (701) and the medium conveying pipeline (7); the down-flow shut-off valve (703) is located downstream of the injection shut-off valve (702).

18. The precast concrete dado for artificial bored piles according to claim 15, characterized in that: the early warning scale comprises a water injection scale value and an early warning scale value; the water injection scale value of each layer of protective wall is obtained by the following formula according to the soil property condition on site, the maximum value is taken to be prefabricated on the early warning rod to serve as the water injection scale value, and the formula is as follows:

wherein, X_0n-the nth section of the retaining wall water injection scale value; n-the number of wall protecting segments;

-weighted thickness average internal friction angle of the soil layer where the nth section of retaining wall is located; r-radius of the flexible positioning structure; gamma ray_nThe weighted thickness average gravity of the soil layer where the nth section of protective wall is located, and the saturation gravity is adopted below the underground water line; k-the elastic coefficient of the elastic structure;

the early warning scale value of each layer of protective wall is obtained according to the soil property condition of the site by the following formula, the maximum value is taken and prefabricated on the early warning rod to serve as the early warning scale value, and the formula is as follows:

wherein X_an-an nth segment retaining wall early warning scale value; n-the number of wall protecting segments;

the nth section of the retaining wall being locatedThe weighted thickness average internal friction angle of the soil layer; r-radius of the flexible positioning structure; gamma ray_nThe weighted thickness average gravity of the soil layer where the nth section of protective wall is located, and the saturation gravity is adopted below the underground water line; c. C_n-cohesion of the soil layer in which the nth section of retaining wall is located; k-the elastic coefficient of the elastic structure.