CN111719576A - Guiding and sinking system suitable for underground shaft group construction and underground shaft group construction method - Google Patents

Abstract

The invention relates to a guiding and sinking system suitable for underground shaft group construction, and also relates to an underground shaft group construction method, which can be suitable for constructing underground engineering in areas with higher underground water level and belongs to the technical field of construction of underground multi-barrel structures. The invention can conveniently control the sinking of the shaft through the sinking guiding system, and effectively solves the problems of non-uniformity, over-high sinking rate, difficult sinking and the like in the sinking process of the shaft. The invention can be used for constructing underground engineering, can completely adopt prefabricated components, has no on-site concrete pouring, and has high mechanization rate in the processes of digging, taking and transporting soil. After the underground well casing is completely sunk in place at a time, the soil in the well is dug, so that the problem of large deformation of the surrounding soil caused by single open caisson construction can be solved. When the method is implemented, the plane combination of a plurality of shafts is adopted, the construction of a single shaft is not realized, and the functional applicability is wide.

Description

Guiding and sinking system suitable for underground shaft group construction and underground shaft group construction method

Technical Field

The invention relates to a guiding and sinking system suitable for underground shaft group construction, and also relates to an underground shaft group construction method, which can be suitable for constructing underground engineering in areas with higher underground water level and belongs to the technical field of construction of underground multi-barrel structures.

Background

At present, urban construction land is short, and particularly, the urban construction land is in a situation that no vacant land is available for crowded places such as built shopping malls, residential areas, office areas, tourist areas and the like. The utilization and development of underground spaces will address the increasingly severe "urban disease". However, the development of the underground space has considerable technical and engineering risks, and the geological conditions are complicated and variable, so that the construction of the underground space is difficult.

Underground cylinder structure has area is little, and vertical length is big, and the structure is small and exquisite, the construction of being convenient for etc. advantage. The construction of the multi-cylinder underground space structure provides a new choice for building a new 'state' in a modern city, further improves the land value and the living comfort level, and has huge social value and economic value and wide market prospect.

For the construction of underground engineering, the prior art has the following schemes:

the first scheme is as follows: and (4) carrying out a reverse operation.

The reverse method is a method for building underground space structures more advanced currently. The reverse construction method is an ultra-conventional construction method and is generally adopted under special conditions of deep foundation, complex geology, high underground water level and the like. The underground continuous wall or other supporting structures are firstly constructed along the axis or the periphery of the basement of the building, and meanwhile, the middle supporting piles and columns are poured or driven down at the relevant positions inside the building and are used as supports for bearing the self weight of the upper structure and the construction load before the bottom plate is sealed. And then excavating the earthwork to the elevation of the bottom surface of the basement of the first layer, finishing the beam slab floor structure of the layer to serve as the horizontal support of the underground continuous wall, and then excavating the earthwork downwards layer by layer and pouring underground structures of all layers until the bottom plate is sealed. Meanwhile, the floor structure of the ground layer is finished, so that conditions are created for the construction of the upper structure, and the construction of the ground structure can be simultaneously carried out layer by layer upwards. And constructing on the ground and under the ground simultaneously until the project is finished.

Specifically, the term "underground continuous wall" refers to: a grooving machine is adopted on the ground, a long and narrow deep groove is dug along the peripheral axis of a deep foundation pit under the condition of slurry wall protection, a reinforcement cage is hung in the groove after the groove is cleared, then underwater concrete is poured by a guide pipe method to form a unit groove section, and the process is carried out section by section, and a continuous reinforced concrete wall is built underground to serve as a structure for intercepting water, preventing seepage, bearing and retaining water.

The disadvantages of the method for constructing the underground space by adopting the reverse method are as follows: the process is more, and the time limit for a project is longer, and the cost is high, needs cast in situ component.

Scheme II: the open caisson method.

The open caisson is a well cylindrical structure, which is characterized in that earth is dug in the well, the earth is sunk to a designed elevation after overcoming the frictional resistance of the well wall by the self gravity, and then the earth passes through the concrete bottom sealing and is filled into the well hole, so that the open caisson becomes the foundation of bridge abutments or other structures. The specific construction method comprises the following steps: at the design position, a prefabricated integral well wall with the length of 6-7 m is put into the soil, and then under the shield, the well wall is built correspondingly while tunneling. With the increase of the open caisson depth, the frictional resistance between the well wall and the well wall is increased, and the sinking depth is limited and can only sink 20-30 m.

The disadvantages of the open caisson method for constructing the underground space are as follows: if the underground water exists, the operation can be carried with the water, and the construction condition is not good. When the open caisson is dug downwards, the excessive digging exceeding the bottom of the open caisson can be generated, which is the principle of open caisson construction and inevitable, so that the deformation of the surrounding land is large. The sinking method is easy to be constructed by sinking unevenly, and the posture is difficult to control and adjust.

Disclosure of Invention

The first technical problem to be solved by the invention is as follows: the sinking guiding system is suitable for underground shaft group construction, can conveniently control shaft sinking, and can improve construction speed and construction quality after being applied to underground shaft group construction.

In order to solve the technical problems, the invention adopts the technical scheme that: the guiding and sinking system suitable for construction of underground shaft groups comprises a construction site, wherein the construction site is provided with a counterweight pier at the position of a cylinder center of a pre-sunk shaft, a caisson guide groove is arranged at the corresponding position of the pre-sunk shaft, the section shape specification of the caisson guide groove is matched with the section shape specification of the pre-sunk shaft, and weighting slurry is injected into the caisson guide groove; the side part of the caisson guide groove is provided with a pumping and grouting hole for pumping and grouting the weighted mud, and the pumping and grouting hole is provided with a pumping and grouting pipe; the top face of counter weight mound is provided with leads and sinks the device, it sinks the device including removing the frame to lead, lifting jack, telescopic jack, movable block and atress distribution piece, lifting jack sets up the top face at the counter weight mound, remove the top of laying at lifting jack, the expansion end by lifting jack supports, telescopic jack is many along removing the circumference interval arrangement of frame, telescopic jack's stiff end is connected with removing the frame, telescopic jack's expansion end is connected with atress distribution piece through the movable block, the atress distribution piece is kept away from the terminal surface shape that removes one side at frame center and the pre-settlement pit shaft inner wall shape that this atress distribution piece position corresponds unanimously.

Further, the method comprises the following steps: each telescopic jack is correspondingly provided with a push rod, and all the push rods are fixedly connected into a whole to form a movable frame; a lifting jack is correspondingly arranged below each push rod.

Further, the method comprises the following steps: the outer end of the stress distribution block is provided with pushing blocks distributed at intervals, and the pushing blocks are arranged towards the inner wall of the pre-sinking shaft.

Further, the method comprises the following steps: the pre-sinking shaft is provided with one unit cylinder or a plurality of unit cylinders, and each unit cylinder corresponds to one group of sinking devices; in the same group of guiding and sinking devices, the telescopic jacks are four pieces which are distributed in a rectangular shape.

Further, the method comprises the following steps: the device is characterized by further comprising a control system, each stress distribution block is provided with a wireless displacement sensor A for monitoring the elevation of the position where the stress distribution block is located, and the wireless displacement sensors A, the lifting jack and the telescopic jack are electrically connected with the control system.

Further, the method comprises the following steps: the inner wall of the pre-settling shaft is provided with a plurality of wireless displacement sensors B for monitoring the elevation of the position of the pre-settling shaft, the wireless displacement sensors B are arranged at intervals along the circumferential direction of the pre-settling shaft, and the wireless displacement sensors B are electrically connected with a control system.

Further, the method comprises the following steps: an embedded anchor rod is arranged in the counterweight pier, the outer end of the embedded anchor rod vertically penetrates through the movable frame, and an anchor rod tensioner is arranged at the outer end of the embedded anchor rod.

Further, the method comprises the following steps: the construction site is provided with steel sheet piles continuously or at intervals in the peripheral direction of the underground well cylinder group to be constructed, and the inner walls of the steel sheet piles are also used as the inner walls of the caisson guide grooves.

Further, the method comprises the following steps: the driving depth of the steel sheet pile is below the bottom elevation of the pre-sinking shaft; a top channel steel is arranged at the top elevation of the steel sheet pile, the bottom of the top channel steel is upwards and horizontally arranged, and the open groove is downwards clamped at the top end of the steel sheet pile; a rigid terrace and an anti-slide pier are arranged along the periphery of the steel sheet pile; the steel sheet pile is provided with prestressed anchor cables on two sides of a pre-sinking shaft, one end of each prestressed anchor cable is provided with an anchoring block, the other end of each prestressed anchor cable is provided with an anchor cable stretching device, the anchoring block is arranged on the outer side of one steel sheet pile, the anchor cable stretching devices are arranged on the outer side of the other steel sheet pile which is oppositely arranged, and stress distribution parts are respectively arranged between the anchoring block and the steel sheet pile and between the anchor cable stretching devices and the steel sheet pile; and a guide groove angle bead is arranged at the top end of the caisson guide groove on the inner periphery of the pre-sinking shaft.

On the basis of the sinking system, the invention also aims to provide: the underground shaft group construction method is beneficial to realizing industrialization and automation of underground space construction.

The underground shaft group construction method comprises the following steps:

firstly, determining whether a steel sheet pile needs to be arranged or not according to the terrain condition, and if the steel sheet pile needs to be arranged, constructing the steel sheet pile in advance;

constructing a balance weight pier, and if an embedded anchor rod is arranged in the balance weight pier, arranging the embedded anchor rod simultaneously in the construction process of the balance weight pier;

thirdly, excavating a caisson guide groove by using a trenching machine, and weighting slurry to protect the wall in the excavating process; the excavation depth is determined according to the bottom elevation of the pre-sinking shaft; preferably, the section width of the caisson guide groove is less than or equal to the wall thickness of the shaft at the corresponding position;

fourthly, arranging a pumping and grouting hole, and inserting a pumping and grouting pipe into the pumping and grouting hole;

fifthly, installing a guiding and sinking device on the counterweight pier;

sixthly, the shaft is manufactured in sections in advance; hoisting a section of shaft to a designed position, and clamping the shaft into a caisson guide groove; under the control of the sinking guide device, the shaft is gradually sunk into the caisson guide groove until the shaft reaches the bottom of the caisson guide groove;

the control method of the guiding and sinking device comprises the following steps:

step a, lifting the movable frame to a designated high position through a lifting jack, extending a telescopic jack, and tightly jacking a shaft in the shaft by a stress distribution block;

step b, the lifting jack gradually retracts, and the shaft gradually sinks under the action of the dead weight of the shaft; the movable frame sinks along with the shaft;

c, when the movable frame descends to a designated low position; the telescopic jack retracts, the friction force between the stress distribution block and the inner wall of the shaft is reduced, and the shaft keeps in the original position; the lifting jack lifts the movable frame to a designated high position, the telescopic jack is extended, and the stress distribution block tightly jacks the shaft in the shaft;

d, repeating the step b and the step c, and controlling the sinking of the shaft; further preferably, when the shaft sinks, the liquid level of the weighted mud in the caisson guide groove is controlled through the pumping grouting pipe, so that the buoyancy generated on the shaft is controlled, and the sinking rate of the shaft is further controlled;

seventhly, after the shaft is sunk into one section of shaft, hoisting the next section of shaft, and assembling by workers in the well;

eighthly, removing the sinking guide devices after all the shaft sinking guide assemblies are assembled in place; grouting and bottom sealing are carried out on the bottom of the well through a pumping grouting pipe; then excavating the soil body in the well, and performing secondary bottom sealing when the soil body is excavated to the designed elevation of the shaft; preferably, an unmanned excavator is used for excavating the soil body in the well, and the soil body in the well is transported out of the well by matching with a long-arm grab bucket and a soil transporting vehicle;

ninthly, installing a bottom plate and a top plate of the shaft; if the steel sheet piles are arranged, pulling out the steel sheet piles at the periphery one by one, and then grouting and reinforcing the soil body at the periphery of the shaft group after the steel sheet piles are pulled out. Preferably, the installation method of the shaft bottom plate comprises the following steps: the shaft bottom plate is a prefabricated bottom plate of a reinforced concrete structure, bottom plate key grooves are formed in the periphery of the prefabricated bottom plate, and bottom plate connecting reinforcing steel bars which are arranged in an extending mode relative to the prefabricated bottom plate are arranged at the positions of the bottom plate key grooves; a shaft key groove is formed in the bottom end position of the inner wall of the shaft, an embedded sleeve is arranged in the shaft key groove, and the embedded sleeve is fixedly arranged through embedded sleeve steel bars; a key groove protection plate is arranged on the key groove of the shaft, and the key groove protection plate is fixed in the key groove of the shaft in advance through a screw when the shaft is sunk for construction; after the shaft sinks in place, when the shaft bottom plate is installed, the key groove protection plate is firstly removed, then the secondary steel bars are screwed into the embedded sleeves in the shaft key grooves, the other ends of the secondary steel bars are in lap joint with the bottom plate connecting steel bars of the prefabricated bottom plate, and the expansion concrete is adopted to fill the space between the bottom plate key grooves and the shaft key grooves, so that the shaft bottom plate forms a closed installation structure relative to the inner wall of the shaft; preferably, the prefabricated bottom plate comprises a left bottom plate and a right bottom plate, the upper reinforcing steel bar of the left bottom plate and the upper reinforcing steel bar of the right bottom plate are shared reinforcing steel bars with an integral structure, the lower reinforcing steel bar of the left bottom plate and the lower reinforcing steel bar of the right bottom plate are of a disjunction type structure, the prefabricated bottom plate has a first state during transportation and a second state during installation and use, and when the prefabricated bottom plate is in the first state, the shared reinforcing steel bars on the upper part are bent into a U shape, so that the left bottom plate and the right bottom plate are overlapped; when the prefabricated bottom plate is in the second state, the shared reinforcing steel bars on the upper portion are straightened into a straight shape, the left side bottom plate and the right side bottom plate are arranged on the same mounting surface side by side, and the lower reinforcing steel bars of the left side bottom plate and the lower reinforcing steel bars of the right side bottom plate form a lap joint structure.

Further, the method comprises the following steps: the control method of the guiding and sinking device also comprises the following steps:

step e, the control system compares and analyzes the data of each sensor through a preset control program so as to obtain the sinking posture and sinking rate conditions of the shaft, and the shaft posture and sinking rate are kept in a normal state by controlling the lifting jack, the telescopic jack, the anchor rod jack and the anchor cable jack; the specific control method comprises the following steps:

when one side of the shaft is subjected to larger resistance and sinks slowly, the control system enables the side lifting jack to retract, the side lifting jack is jacked up, the shaft posture is adjusted to be horizontal, the center of gravity of the shaft deviates to the side with larger resistance, so that the distributed gravity of the side is increased, and the shaft recovers to sink uniformly; if the side still can not sink, the counterweight vibrator is hung on the stress distribution block on the side, and the self gravity and the vibration kinetic energy of the counterweight vibrator accelerate the side to sink; the counterweight vibrator is structurally characterized by comprising a lifting hook, a vibrator and a steel box, wherein the lifting hook is fixedly arranged at the top end of the vibrator, the steel box is fixedly arranged at the bottom end of the vibrator, and steel sand is filled in the steel box.

When the whole shaft is difficult to sink, the lifting jack is completely retracted, and when the shaft cannot sink due to the whole gravity, the anchor rod tensioning device is started through the anchor rod jack to pull down the whole shaft, so that the shaft is driven to sink, and the posture of the shaft is adjusted by matching with the balance weight vibrator;

when the sinking rate is too high due to the fact that the buoyancy of the weighted mud and the friction force between the shaft and the inner wall of the caisson guide groove are not enough to offset the gravity of the shaft, the telescopic jack extends out, the friction force between the telescopic jack and the shaft is increased through the stress distribution block, so that the sinking resistance is increased, and the sinking rate of the shaft is controlled; if the sinking rate is still too fast, the anchor cable tensioning device is tensioned through the anchor cable jack, the stress of the prestressed anchor cable is adjusted, so that the anchoring block exerts pressure on the stress distribution piece, the stress distribution piece transmits the pressure to the steel sheet pile, the friction force between the steel sheet pile and the shaft is increased, and the sinking rate is controlled.

The invention has the beneficial effects that: according to the construction process of the underground shaft group, the sinking of the shaft can be conveniently controlled through the sinking guiding system, and the problems of non-uniformity, high sinking rate, difficult sinking and the like in the sinking process of the shaft are effectively solved.

The invention can be used for constructing underground engineering, can completely adopt prefabricated components, has no on-site concrete pouring, and has high mechanization rate in the processes of digging, taking and transporting soil.

In the traditional open caisson method construction, larger surrounding soil deformation can occur in advance excavation. After the underground well casing is completely sunk in place at a time, the soil in the well is dug, so that the problem of large deformation of the surrounding soil caused by single open caisson construction can be solved. The method has the advantages of high construction speed, less cross construction and contribution to controlling the construction quality.

The invention can realize the water-free operation in the well and has good construction conditions through the grouting back cover before the excavation of the soil body in the well and the secondary back cover after the excavation of the soil body in the well.

When the method is implemented, the plane combination of a plurality of shafts is adopted, the construction of a single shaft is not realized, and the functional applicability is wide.

Drawings

FIG. 1 is a plan view of the present invention after a steel sheet pile has been driven into a well group;

FIG. 2 is an A-A elevation view of FIG. 1;

FIG. 3 is a plan view of the caisson after excavation in accordance with the invention;

FIG. 4 is a B-B elevation view of FIG. 3;

FIG. 5 is a schematic plan view of a wellbore tripping implementation of the present invention;

FIG. 6 is a C-C elevation view of FIG. 5;

FIG. 7 is a plan view of one set of deflection apparatus of the present invention in operation;

FIG. 8 is a D-D elevation view of FIG. 7;

FIG. 9 is an E-E elevation view of FIG. 7;

FIG. 10 is a schematic plan view of the present invention in a well for bottoming, pumping, and dredging;

FIG. 11 is a schematic illustration of the invention in elevation for bottoming, pumping, and dredging within a well;

FIG. 12 is a schematic plan view of the present invention during pile extraction, side grouting, and equipment installation;

FIG. 13 is a schematic elevation view of the present invention during pile extraction, sidewall grouting, and equipment installation;

FIG. 14 is a schematic plan view of the present invention in the installation of a well bore floor;

FIG. 15 is an F-F elevation view of FIG. 14;

FIG. 16 is a diagrammatic view at G of FIG. 14;

FIG. 17 is an H-H elevational view of FIG. 16;

FIG. 18 is a schematic view of the assembly of the well bore keyway and keyway protection plate of the present invention;

FIG. 19 is a schematic view of the prefabricated floor panel of the present invention in a first position;

FIG. 20 is a schematic view of the prefabricated floor panel of the present invention during deployment;

the labels in the figure are: 1-counterweight pier, 2-caisson guide groove, 3-weighted mud, 4-pumping grouting hole, 5-pumping grouting pipe, 6-guiding sinking device, 601-lifting jack, 602-telescopic jack, 603-movable block, 604-stress distribution block, 605-ejector rod, 606-control system, 607-wireless displacement sensor A, 608-wireless displacement sensor B, 609-ejector block, 7-embedded anchor rod, 8-anchor rod tensioner, 9-counterweight vibrator, 901-lifting hook, 902-vibrator, 903-steel box, 10-steel sheet pile, 11-top channel steel, 12-rigid terrace, 13-anti-skidding pier, 14-prestressed anchor cable, 15-anchor block, 16-anchor cable tensioner, 17-stress distribution piece, 18-guide slot angle bead, 19-independent caisson, 20-parallel caisson, 21-unmanned excavator, 22-long arm grab bucket, 23-grouting bottom sealing structure, 24-secondary bottom sealing structure, 25-side wall grouting structure, 26-shaft bottom plate, 27-assembler, 28-grooving machine, 29-sheet pile monitoring point, 30-prefabricated bottom plate, 31-bottom plate key groove, 32-bottom plate connecting steel bar, 33-shaft, 34-embedded sleeve, 35-sleeve steel bar, 36-secondary steel bar, 37-key groove protecting plate, 38-screw, 39-upper steel bar, 40-lower steel bar and 41-secondary concrete.

Detailed Description

The shaft involved in the invention is a steel cylinder structure, the shaft can be an independent shaft with only one unit cylinder or a parallel shaft with a plurality of unit cylinders, the section shape of the shaft can be rectangular or round or irregular, the invention is shown in the drawing as a rectangular shaft, which is also commonly called as a rectangular caisson, and comprises an independent caisson 19 and a parallel caisson 20 shown in the drawing.

The invention will be further explained by taking a rectangular caisson as an example and combining the drawings.

As shown in fig. 1 to 9, the sinking system of the invention comprises a construction site, wherein the construction site is provided with a counterweight pier 1 at the center of a pre-sunk shaft, a caisson guide groove 2 is arranged at the corresponding position of the pre-sunk shaft, the section shape specification of the caisson guide groove 2 is matched with that of the pre-sunk shaft, and weighting slurry 3 is injected into the caisson guide groove 2; the side part of the caisson guide groove 2 is provided with a pumping and grouting hole 4 for pumping and grouting the weighted mud 3, and the pumping and grouting hole 4 is provided with a pumping and grouting pipe 5; the top end face of the counterweight pier 1 is provided with a guiding and sinking device 6, the guiding and sinking device 6 comprises a moving frame, a lifting jack 601, a telescopic jack 602, a movable block 603 and a stress distribution block 604, the lifting jack 601 is arranged on the top end face of the counterweight pier 1, the moving frame is arranged at the top end of the lifting jack 601 and is supported by the movable end of the lifting jack 601, the telescopic jack 602 is a plurality of pieces arranged at intervals along the circumferential direction of the moving frame, the fixed end of the telescopic jack 602 is connected with the moving frame, the movable end of the telescopic jack 602 is connected with the stress distribution block 604 through the movable block 603, and the shape of the end face of one side, away from the center of the moving frame, of the stress distribution block 604 is consistent with the shape of the inner wall of the pre-sunk wellbore corresponding to the position of the stress distribution. It should be noted that the movable frame of the present invention is placed on the top end of the lifting jack 601, that is, on the top end of the lifting jack 601, and the two are separable structures, so as to conveniently realize the adjusting and controlling functions of the guiding and sinking device 6. The specific control method is described in detail in the following construction method of the underground shaft group.

Referring to fig. 7 to 9, in order to make the structure simple and reliable and to fully utilize the automatic adjustment function of the guiding and sinking device 6, in the guiding and sinking device 6, the preferred structural form of the movable frame is: each telescopic jack 602 is correspondingly provided with an ejector rod 605, and all the ejector rods 605 are fixedly connected into a whole to form a movable frame; a lifting jack 601 is correspondingly arranged below each push rod 605. That is, the lifting jacks 601 and the telescopic jacks 602 are preferably in a one-to-one correspondence relationship.

The pre-sinking shaft is provided with one unit cylinder or a plurality of unit cylinders, and each unit cylinder corresponds to one group of sinking devices 6; in the same set of guiding and sinking device 6, the number of the telescopic jacks 602 can be increased, and the larger the number, the better the control performance, but the higher the cost. To make the structure simple to check and easy to implement, the telescopic jacks 602 are four pieces distributed in a rectangle, namely: in practice, the force distribution blocks 604 may be arranged in two directions of the X-axis and two directions of the Y-axis, for a total of four directions. In practice, the movable block 603, the force distribution block 604 and the push rod 605 can be made of steel sections. In order to facilitate force transmission, the outer ends of the stress distribution blocks 604 are provided with pushing blocks 609 distributed at intervals, the pushing blocks 609 face the inner wall of the pre-sunk well bore, and the well bore is tightly pushed through the pushing blocks 609 during implementation.

Because the stratum soil quality is distributed unevenly, the sink resistance of each wall plate of the caisson in the sinking process is different, and uneven sinking is generated. In order to control the sinking posture and the sinking rate of the caisson conveniently, the caisson further comprises a control system 606, each stress distribution block 604 is provided with a wireless displacement sensor A607 for monitoring the elevation of the position where the stress distribution block is located, and the wireless displacement sensor A607, the lifting jack 601 and the telescopic jack 602 are electrically connected with the control system 606. The control system 606 may generally employ a servo controller. In implementation, the wireless displacement sensor a607 feeds the sinking elevation of each side back to the servo controller in time. The servo controller compares and analyzes the data of each sensor through a preset control program, so that the sinking posture and sinking speed conditions of the caisson are obtained, and the posture and sinking speed of the caisson are kept in a normal state by controlling the lifting jack 601 and the telescopic jack 602. For example, if the elevation parameter returned by the wireless displacement sensor a607 is AAAA, the caisson sinking posture is normal, and if the parameter is ABBB, the caisson sinking posture is difficult; the next moment returns a parameter aaaa, and the sinking rate can be obtained by the ratio of the difference between the two parameters to the time. The specific control method is described in detail in the following construction method of the underground shaft group.

Preferably, the inner wall of the pre-sunk wellbore is provided with wireless displacement sensors B608 for monitoring the elevation of the pre-sunk wellbore, the wireless displacement sensors B608 are a plurality of pieces arranged at intervals along the circumference of the pre-sunk wellbore, and the wireless displacement sensors B608 are electrically connected with the control system 606. In implementation, by comparing two sets of data measured by the wireless displacement sensor a607 and the wireless displacement sensor B608, whether the stress distribution block 604 and the inner wall of the caisson have relative displacement can be detected, so that the posture and the sinking rate of the caisson can be more accurately judged.

Preferably, an embedded anchor rod 7 is arranged in the counterweight pier 1, the outer end of the embedded anchor rod 7 vertically penetrates through the movable frame, and an anchor rod tensioner 8 is arranged at the outer end. The pre-buried anchor rod 7 and the anchor rod tensioner 8 are auxiliary facilities for difficult caisson sinking, and the specific control method is detailed in the following underground shaft group construction method.

Preferably, the construction site is provided with steel sheet piles 10 continuously or at intervals in the peripheral direction of the underground shaft group to be constructed, and the inner walls of the steel sheet piles 10 also serve as the inner walls of the caisson guide grooves 2. Whether the steel sheet piles 10 are arranged or not is determined according to geological conditions. After the steel sheet piles 10 are arranged, the deformation resistance of the caisson guide groove 2 can be improved. In implementation, if underground water exists, the steel sheet piles 10 are mutually engaged and closed all around; the steel sheet piles 10 may be intermittently arranged if there is no groundwater. The driving depth of the steel sheet pile 10 is below the bottom elevation of the pre-sunk shaft so as to reduce water burst at the bottom of the shaft and soil deformation around the shaft during excavation. In addition, a sheet pile monitoring point 29 can be arranged at the corner of the steel sheet pile 10 to monitor the deformation condition in the construction process, and the technology is mature technology in the field of foundation pit monitoring.

Preferably, a top channel steel 11 is arranged at the top elevation of the steel sheet pile 10, the bottom of the top channel steel 11 is upward and horizontally arranged, and the slot is downwards clamped at the top end of the steel sheet pile 10; the top channel steel 11 can coordinate the deformation of the steel plate, and a horizontally arranged construction surface is created at the top end of the steel plate pile 10, so that later construction is facilitated.

Preferably, the steel sheet pile 10 is provided with prestressed anchor cables 14 at two sides of the pre-sunk shaft, one end of each prestressed anchor cable 14 is provided with an anchoring block 15, the other end of each prestressed anchor cable 14 is provided with an anchor cable stretching device 16, the anchoring block 15 is arranged at the outer side of one steel sheet pile 10, the anchor cable stretching device 16 is arranged at the outer side of the other steel sheet pile 10 which is oppositely arranged, stress distribution parts 17 are respectively arranged between the anchoring block 15 and the steel sheet pile 10 and between the anchor cable stretching device 16 and the steel sheet pile 10, and the stress distribution parts 17 can be made of profile steel; when the caisson is sinking too fast, the anchor cable tensioners 16 can be started as an emergency measure, and the specific control method is detailed in the following underground shaft group construction method.

Preferably, the top end of the caisson guide groove 2 is provided with a guide groove angle bead 18 on the inner periphery of the pre-sinking shaft; a rigid terrace 12 and an anti-slide pier 13 are arranged along the periphery of the steel sheet pile 10; the construction equipment can be moved easily, and the displacement of the top of the shaft during construction can be reduced.

On the basis of the sinking system, the invention also provides a construction method of the underground shaft group, as shown in fig. 1 to 13, the construction method of the underground shaft group comprises the following steps:

firstly, determining whether a steel sheet pile 10 needs to be arranged or not according to the terrain conditions, and if the steel sheet pile 10 needs to be arranged, constructing the steel sheet pile 10 in advance;

secondly, constructing the counterweight pier 1, and if the counterweight pier 1 is internally provided with an embedded anchor rod 7, simultaneously arranging the embedded anchor rod 7 in the construction process of the counterweight pier 1;

thirdly, excavating the caisson guide groove 2 by using a trenching machine 28, and protecting the wall by using weighting slurry 3 in the excavating process; the concrete method is that with the increase of the excavation depth of the groove, weighted slurry 3 is injected into the groove, and the liquid level of the slurry is slightly lower than the elevation of the groove opening to maintain the stability of the groove wall; the excavation depth is determined according to the bottom elevation of the pre-sinking shaft; preferably, the section width of the caisson guide groove 2 is less than or equal to the wall thickness of the shaft at the corresponding position, so that the sinking offset of the shaft can be reduced;

fourthly, arranging a pumping grouting hole 4, and inserting a pumping grouting pipe 5 into the pumping grouting hole 4; preferably, a pumping and grouting hole 4 is respectively arranged on each slot line on the periphery of the shaft;

fifthly, installing a guiding and sinking device 6 on the counterweight pier 1;

sixthly, the shaft is manufactured in sections in advance; hoisting a section of shaft to a designed position, and clamping the shaft into the caisson guide groove 2; under the control of the guiding and sinking device 6, the shaft is gradually sunk into the caisson guide groove 2 until the shaft reaches the bottom of the caisson guide groove 2;

the control method of the guiding and sinking device 6 comprises the following steps:

step a, lifting the movable frame to a designated high position by a lifting jack 601, extending a telescopic jack 602, and tightly jacking a shaft in the shaft by a stress distribution block 604;

step b, the lifting jack 601 gradually retracts, and the shaft gradually sinks under the action of the dead weight of the shaft; the movable frame sinks along with the shaft;

c, when the movable frame descends to a designated low position; the telescopic jack 602 retracts, the friction between the stress distribution block 604 and the inner wall of the shaft is reduced, and the shaft is kept in place; the lifting jack 601 lifts the movable frame to a designated high position, the telescopic jack 602 is extended, and the stress distribution block 604 tightly jacks the shaft in the shaft;

d, repeating the step b and the step c, and controlling the sinking of the shaft; further preferably, when the shaft sinks, the liquid level height of the weighted mud 3 in the caisson guide groove 2 is controlled through the pumping grouting pipe 5, so that the buoyancy generated on the shaft is controlled, and the sinking rate of the shaft is further controlled; during implementation, before the caisson guide groove 2 is filled with the weighted mud 3, the required buoyancy is measured and calculated in advance, and the proportion of the weighted mud 3 is adjusted, so that the weight of the weighted mud 3 is controlled.

Preferably, the control method of the guiding and sinking device 6 further comprises the following steps:

step e, the control system 606 compares and analyzes the data of each sensor through a preset control program, so as to obtain the conditions of the sinking posture and the sinking rate of the shaft, and the shaft posture and the sinking rate are kept in a normal state by controlling the lifting jack 601, the telescopic jack 602, the anchor rod jack and the anchor cable jack; the specific control method comprises the following steps:

when one side of the shaft is subjected to larger resistance and sinks slowly, the control system 606 retracts the lifting jack 601 at the side, jacks the lifting jack 601 at the opposite side, adjusts the shaft posture to be horizontal, and at the moment, the center of gravity of the shaft deviates to the side with larger resistance, so that the gravity distributed at the side is increased, and the shaft recovers to sink uniformly; if the side still can not sink, the counterweight vibrator 9 is hung on the stress distribution block 604 of the side, and the self gravity and the vibration kinetic energy of the counterweight vibrator 9 accelerate the side to sink; the counterweight vibrator 9 is structured by comprising a hook 901, a vibrator 902 and a steel box 903, wherein the hook 901 is fixedly arranged at the top end of the vibrator 902, the steel box 903 is fixedly arranged at the bottom end of the vibrator 902, and steel sand is poured into the steel box 903.

When the whole shaft is difficult to sink, the lifting jack 601 is completely retracted, and when the shaft cannot sink due to the whole gravity, the anchor rod tensioning device 8 is started through the anchor rod jack to pull down the whole shaft, so that the shaft is driven to sink, and the posture of the shaft is adjusted by matching with the balance weight vibrator 9;

when the buoyancy of the weighted mud 3 and the friction between the shaft and the inner wall of the caisson guide groove 2 are not enough to offset the gravity of the shaft, so that the sinking rate is too high, the telescopic jack 602 extends out, and the friction between the weighted mud and the shaft is increased through the stress distribution block 604, so that the sinking resistance is increased, and the sinking rate of the shaft is controlled; if the sinking rate is still too fast, the anchor cable tensioning device 16 is tensioned through the anchor cable jack, the stress of the prestressed anchor cable 14 is adjusted, so that the anchoring block 15 applies pressure to the stress distribution piece 17, the stress distribution piece 17 transmits the pressure to the steel sheet pile 10, the friction force between the steel sheet pile 10 and the shaft is increased, and the sinking rate is controlled.

Seventhly, after the shaft is sunk into one section of shaft, hoisting the next section of shaft, and assembling by workers in the well;

eighthly, removing the guiding and sinking devices 6 after guiding and sinking assembly of all the shafts in place; grouting and bottom sealing are carried out on the bottom of the well through the pumping and grouting pipe 5, so that the foundation is firm, and the permeability coefficient of a soil body is reduced; then excavating the soil body in the well, and performing secondary bottom sealing when the soil body is excavated to the designed elevation of the shaft; preferably, an unmanned excavator is used for excavating the soil body in the well, and the soil body in the well is transported out of the well by matching with a long-arm grab bucket and a soil transporting vehicle; when the underground water level is excavated, underground water in the well can be pumped through the pumping grouting pipe 5, and the excavation speed is accelerated.

Ninthly, installing a bottom plate and a top plate of the shaft; if the steel sheet piles 10 are arranged, pulling out the steel sheet piles 10 at the periphery one by one; and then grouting and reinforcing the peripheral soil body of the shaft group after the steel sheet pile 10 is pulled out.

As shown in fig. 14 to 20, the shaft floor 26 is preferably installed by: the shaft bottom plate 26 adopts a prefabricated bottom plate 30 with a reinforced concrete structure, bottom plate key grooves 31 are formed in the periphery of the prefabricated bottom plate 30, and bottom plate connecting reinforcements 32 which are arranged in an extending mode relative to the prefabricated bottom plate 30 are arranged at the positions of the bottom plate key grooves 31; a shaft key groove 33 is formed in the bottom end position of the inner wall of the shaft, an embedded sleeve 34 is arranged in the shaft key groove 33, and the embedded sleeve 34 is fixedly arranged through embedded sleeve steel bars 35; when the shaft is sunk, in order to protect the shaft key groove 33 from being damaged, the shaft key groove 33 is provided with a key groove protection plate 37, and when the shaft is sunk and constructed, the key groove protection plate 37 is fixed in the shaft key groove 33 in advance through a screw 38; after the shaft sinks to the right place, when the shaft bottom plate 26 is installed, the key slot protection plate 37 is removed firstly, then the secondary steel bars 36 are screwed into the embedded sleeves 34 in the shaft key slots 33, the other ends of the secondary steel bars 36 are in lap joint with the bottom plate connecting steel bars 32 of the prefabricated bottom plate 30, and the space between the bottom plate key slots 31 and the shaft key slots 33 is filled with the expansive concrete, so that the shaft bottom plate 26 forms a closed installation structure relative to the inner wall of the shaft, if the prefabricated bottom plates 30 are multiple, the bottom plate connecting steel bars 32 of the adjacent prefabricated bottom plates 30 are connected into a whole through the secondary steel bars 36, and the space between the bottom plate key slots 31 of the adjacent prefabricated bottom plates 30 is filled with. The shaft bottom plate 26 adopts prefabricated components, which is beneficial to industrial production and improves the construction efficiency. The expansive concrete is high-strength concrete generally, and the high-strength concrete refers to concrete with the strength grade of more than C60.

Further preferably, the prefabricated bottom plate 30 comprises a left bottom plate and a right bottom plate, the upper reinforcing steel bar of the left bottom plate and the upper reinforcing steel bar of the right bottom plate are shared reinforcing steel bars with an integral structure, the lower reinforcing steel bar of the left bottom plate and the lower reinforcing steel bar of the right bottom plate are disjunction type structures, the prefabricated bottom plate 30 has a first state during transportation and a second state during installation and use, and when the prefabricated bottom plate 30 is in the first state, the shared reinforcing steel bar at the upper part is bent into a U shape, so that the left bottom plate and the right bottom plate are overlapped, and the transportation is convenient; when the prefabricated bottom plate 30 is in the second state, the common steel bars on the upper portion are broken into straight shapes, the left bottom plate and the right bottom plate are arranged on the same mounting surface side by side, and the steel bars on the lower portion of the left bottom plate and the steel bars on the lower portion of the right bottom plate form a lap joint structure. When the prefabricated bottom plate 30 is installed, the secondary steel bars 36 are screwed into the embedded sleeves 34 in the shaft key grooves 33, after the other ends of the secondary steel bars 36 are lapped with the bottom plate connecting steel bars 32 of the prefabricated bottom plate 30, the expansion concrete is adopted to fill the space between the bottom plate key grooves 31 and the shaft key grooves 33, the space between the left side bottom plate and the right side bottom plate is also filled with the expansion concrete, and finally, the shaft bottom plate 26 forms a closed installation structure relative to the inner wall of the shaft. Compared with the structure that the secondary steel bars 36 are completely adopted to connect the adjacent prefabricated bottom plates 30, the combination mode of the left side bottom plate and the right side bottom plate has the advantages of being more convenient to implement and better in overall structure performance.

Claims (10)

1. A system of leading sinking suitable for construction of underground shaft crowd, including the construction site, its characterized in that: a counterweight pier (1) is arranged at the barrel center of a pre-sinking shaft in a construction site, a caisson guide groove (2) is arranged at the corresponding position of the pre-sinking shaft, the section shape and specification of the caisson guide groove (2) are matched with those of the pre-sinking shaft, and weighting slurry (3) is injected into the caisson guide groove (2); the side part of the caisson guide groove (2) is provided with a pumping and grouting hole (4) for pumping and grouting the weighted mud (3), and the pumping and grouting hole (4) is provided with a pumping and grouting pipe (5); the top end face of the counterweight pier (1) is provided with a guiding and sinking device (6), the guiding and sinking device (6) comprises a moving frame, a lifting jack (601), a telescopic jack (602), a movable block (603) and a stress distribution block (604), the lifting jack (601) is arranged on the top end face of the counterweight pier (1), the moving frame is arranged at the top end of the lifting jack (601), the moving frame is supported by the movable end of the lifting jack (601), the telescopic jack (602) is a plurality of blocks arranged at intervals along the circumferential direction of the moving frame, the fixed end of the telescopic jack (602) is connected with the moving frame, the movable end of the telescopic jack (602) is connected with the stress distribution block (604) through the movable block (603), and the shape of the end face of one side, far away from the center of the moving frame, of the stress distribution block (604) is consistent with the shape of the inner wall of a pre-sinking shaft corresponding to the position of the stress distribution block (604.

2. The heave system suitable for subterranean wellbore cluster construction according to claim 1, wherein: each telescopic jack (602) is correspondingly provided with a push rod (605), and all the push rods (605) are fixedly connected into a whole to form a movable frame; a lifting jack (601) is correspondingly arranged below each jacking rod (605); the outer end of the stress distribution block (604) is provided with pushing blocks (609) which are distributed at intervals, and the pushing blocks (609) are arranged towards the inner wall of the pre-sinking shaft.

3. The heave system suitable for subterranean wellbore cluster construction according to claim 1, wherein: the pre-sinking shaft is provided with one unit cylinder or a plurality of unit cylinders, and each unit cylinder corresponds to one group of sinking devices (6); in the same group of guiding and sinking devices (6), the telescopic jacks (602) are four pieces which are distributed in a rectangular shape.

4. A heave guidance system suitable for construction of a subterranean wellbore group according to any one of claims 1 to 3, wherein: the device is characterized by further comprising a control system (606), each stress distribution block (604) is provided with a wireless displacement sensor A (607) for monitoring the elevation of the position where the stress distribution block is located, and the wireless displacement sensors A (607), the lifting jack (601) and the telescopic jack (602) are electrically connected with the control system (606).

5. The heave system suitable for subterranean wellbore cluster construction according to claim 4, wherein: the inner wall of the pre-sunk well bore is provided with wireless displacement sensors B (608) for monitoring the elevation of the pre-sunk well bore, the wireless displacement sensors B (608) are a plurality of pieces arranged at intervals along the circumferential direction of the pre-sunk well bore, and the wireless displacement sensors B (608) are electrically connected with a control system (606).

6. A heave guidance system suitable for construction of a subterranean wellbore group according to any one of claims 1 to 3, wherein: an embedded anchor rod (7) is arranged in the counterweight pier (1), the outer end of the embedded anchor rod (7) vertically penetrates through the movable frame, and an anchor rod tensioner (8) is arranged at the outer end.

7. A heave guidance system suitable for construction of a subterranean wellbore group according to any one of claims 1 to 3, wherein: the steel sheet piles (10) are continuously or alternately arranged on the construction site in the peripheral direction of the underground well cylinder group to be constructed, and the inner walls of the steel sheet piles (10) are also used as the inner walls of the caisson guide grooves (2).

8. The heave system suitable for subterranean wellbore cluster construction according to claim 7, wherein: the driving depth of the steel sheet pile (10) is below the bottom elevation of the pre-sinking shaft; a top channel steel (11) is arranged at the top elevation of the steel sheet pile (10), the bottom of the top channel steel (11) is upwards horizontally arranged, and the open groove is downwards clamped at the top end of the steel sheet pile (10); a rigid terrace (12) and an anti-slide pier (13) are arranged along the periphery of the steel sheet pile (10); the steel sheet pile (10) is provided with prestressed anchor cables (14) at two sides of a pre-sunk shaft, one end of each prestressed anchor cable (14) is provided with an anchoring block (15), the other end of each prestressed anchor cable (14) is provided with an anchor cable tensioner (16), each anchoring block (15) is arranged on the outer side of one steel sheet pile (10), each anchor cable tensioner (16) is arranged on the outer side of the other steel sheet pile (10) which is oppositely arranged, and stress distribution parts (17) are respectively arranged between each anchoring block (15) and each steel sheet pile (10) and between each anchor cable tensioner (16) and each steel sheet pile (10); the top end of the caisson guide groove (2) is provided with a guide groove angle bead (18) on the inner circumference of the pre-sinking shaft.

9. The underground shaft group construction method is characterized by comprising the following steps: use of a heave guidance system suitable for construction of a subterranean wellbore group according to any of claims 1 to 8, comprising the steps of:

firstly, determining whether a steel sheet pile (10) needs to be arranged or not according to the terrain condition, and if the steel sheet pile (10) needs to be arranged, constructing the steel sheet pile (10) in advance;

secondly, constructing the counterweight pier (1), and if an embedded anchor rod (7) is arranged in the counterweight pier (1), arranging the embedded anchor rod (7) simultaneously in the construction process of the counterweight pier (1);

thirdly, excavating the caisson guide groove (2) by using a trenching machine (28), and protecting the wall by using the weighted slurry (3) in the excavating process; the excavation depth is determined according to the bottom elevation of the pre-sinking shaft; preferably, the section width of the caisson guide groove (2) is less than or equal to the wall thickness of the shaft at the corresponding position;

fourthly, arranging a pumping and grouting hole (4), and inserting a pumping and grouting pipe (5) into the pumping and grouting hole (4);

fifthly, installing a guiding and sinking device (6) on the counterweight pier (1);

sixthly, the shaft is manufactured in sections in advance; hoisting a section of shaft to a designed position, and clamping the shaft into the caisson guide groove (2); under the control of the guiding and sinking device (6), the shaft is gradually sunk into the caisson guide groove (2) until the shaft reaches the bottom of the caisson guide groove (2);

the control method of the guiding and sinking device (6) comprises the following steps:

step a, lifting the movable frame to a designated high position through a lifting jack (601), extending a telescopic jack (602), and tightly jacking a shaft in the shaft by a stress distribution block (604);

step b, the lifting jack (601) gradually retracts, and the shaft gradually sinks under the action of the self weight of the shaft; the movable frame sinks along with the shaft;

c, when the movable frame descends to a designated low position; the telescopic jack (602) retracts, the friction force between the stress distribution block (604) and the inner wall of the shaft is reduced, and the shaft is kept in the original position; the lifting jack (601) lifts the movable frame to a designated high position, the telescopic jack (602) is extended, and the stress distribution block (604) tightly props the shaft in the shaft;

d, repeating the step b and the step c, and controlling the sinking of the shaft; further preferably, when the shaft sinks, the liquid level height of the weighted slurry (3) in the caisson guide groove (2) is controlled through the pumping grouting pipe (5), so that the buoyancy generated on the shaft is controlled, and the sinking rate of the shaft is further controlled;

seventhly, after the shaft is sunk into one section of shaft, hoisting the next section of shaft, and assembling by workers in the well;

eighthly, removing the sinking guide devices (6) after all the shaft sinking guide assemblies are assembled in place; grouting and bottom sealing are carried out on the bottom of the well through a pumping grouting pipe (5); then excavating the soil body in the well, and performing secondary bottom sealing when the soil body is excavated to the designed elevation of the shaft; preferably, an unmanned excavator (21) is used for excavating the soil body in the well, and the soil body in the well is transported out of the well by matching with a long-arm grab bucket (22) and an earth transporting vehicle;

ninthly, installing a shaft bottom plate (26) and a top plate; if the steel sheet piles (10) are arranged, pulling out the steel sheet piles (10) at the periphery one by one, and then grouting and reinforcing the soil body at the periphery of the shaft group after the steel sheet piles (10) are pulled out; preferably, the installation method of the shaft bottom plate (26) is as follows: the shaft bottom plate (26) adopts a prefabricated bottom plate (30) with a reinforced concrete structure, bottom plate key grooves (31) are formed in the periphery of the prefabricated bottom plate (30), and bottom plate connecting steel bars (32) which are arranged in an extending mode relative to the prefabricated bottom plate (30) are arranged at the positions of the bottom plate key grooves (31); a shaft key groove (33) is formed in the bottom end of the inner wall of the shaft, an embedded sleeve (34) is arranged in the shaft key groove (33), and the embedded sleeve (34) is fixedly arranged through an embedded sleeve steel bar (35); a key groove protection plate (37) is arranged on the key groove (33) of the shaft, and the key groove protection plate (37) is fixed in the key groove (33) of the shaft in advance through a screw (38) during the sinking construction of the shaft; after a shaft sinks to a proper position, when a shaft bottom plate (26) is installed, firstly removing the key slot protection plate (37), then screwing a secondary steel bar (36) into an embedded sleeve (34) in a shaft key slot (33), overlapping the other end of the secondary steel bar (36) with a bottom plate connecting steel bar (32) of a prefabricated bottom plate (30), filling a space between the bottom plate key slot (31) and the shaft key slot (33) with expanded concrete, so that the shaft bottom plate (26) forms a closed installation structure relative to the inner wall of the shaft, if the prefabricated bottom plates (30) are multiple, connecting the bottom plate connecting steel bars (32) of adjacent prefabricated bottom plates (30) into a whole through the secondary steel bars (36), and filling the space between the bottom plate key slots (31) of the adjacent prefabricated bottom plates (30) with the expanded concrete; further preferably, the prefabricated bottom plate (30) comprises a left bottom plate and a right bottom plate, the upper reinforcing steel bar of the left bottom plate and the upper reinforcing steel bar of the right bottom plate are shared reinforcing steel bars with an integral structure, the lower reinforcing steel bar of the left bottom plate and the lower reinforcing steel bar of the right bottom plate are of a disjunction type structure, the prefabricated bottom plate (30) has a first state during transportation and a second state during installation and use, and when the prefabricated bottom plate (30) is in the first state, the shared reinforcing steel bars on the upper portion are bent into a U shape, so that the left bottom plate and the right bottom plate are overlapped; when the prefabricated bottom plate (30) is in the second state, the shared reinforcing steel bars on the upper portion are broken into straight shapes, the left side bottom plate and the right side bottom plate are arranged on the same mounting surface side by side, and the reinforcing steel bars on the lower portion of the left side bottom plate and the reinforcing steel bars on the lower portion of the right side bottom plate form a lap joint structure.

10. A method of constructing a subterranean well bore group according to claim 9, wherein the method of controlling the heave guide (6) further comprises the steps of:

step e, the control system (606) compares and analyzes the data of each sensor through a preset control program to obtain the conditions of the sinking posture and the sinking rate of the shaft, and the shaft posture and the sinking rate are kept in a normal state by controlling the lifting jack (601), the telescopic jack (602), the anchor rod jack and the anchor cable jack; the specific control method comprises the following steps:

when one side of the shaft is subjected to larger resistance and sinks slowly, the control system (606) enables the side lifting jack (601) to retract, the side lifting jack (601) jacks up, the posture of the shaft is adjusted to be horizontal, the gravity center of the shaft deviates to the side with larger resistance, so that the gravity distributed by the side is increased, and the shaft recovers to sink uniformly; if the side still can not sink, the counterweight vibrator (9) is hung on the stress distribution block (604) of the side, and the self gravity and the vibration kinetic energy of the counterweight vibrator (9) accelerate the side to sink; the counterweight vibrator (9) is structurally characterized by comprising a lifting hook (901), a vibrator (902) and a steel box (903), wherein the lifting hook (901) is fixedly arranged at the top end of the vibrator (902), the steel box (903) is fixedly arranged at the bottom end of the vibrator (902), and steel sand is poured into the steel box (903);

when the whole shaft is difficult to sink, the lifting jack (601) is completely retracted, and when the shaft cannot sink due to the whole gravity, the anchor rod tensioning device (8) is started through the anchor rod jack to pull down the whole shaft, so that the shaft is driven to sink, and the posture of the shaft is adjusted by matching with the balance weight vibrator (9);

when the sinking rate is too high due to the fact that buoyancy of the weighted mud (3) and friction between the shaft and the inner wall of the caisson guide groove (2) are not enough to offset the gravity of the shaft, the telescopic jack (602) extends out, the friction between the telescopic jack and the shaft is increased through the stress distribution block (604), so that sinking resistance is increased, and the sinking rate of the shaft is controlled; if the sinking rate is still too fast, the anchor cable tensioning device (16) is tensioned through the anchor cable jack, the stress of the prestressed anchor cable (14) is adjusted, so that the anchoring block (15) applies pressure to the stress distribution piece (17), the stress distribution piece (17) transmits the pressure to the steel sheet pile (10), the friction force between the steel sheet pile (10) and the shaft is increased, and the sinking rate is controlled.

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