CN109653213B - Underground diaphragm wall grooving construction method - Google Patents

Abstract

The invention relates to the field of diaphragm wall construction, in particular to a diaphragm wall grooving construction method with nine holes grabbed by three and five holes grabbed by two, wherein a grooving machine is used for grabbing grooves in a first-stage groove, each pair of first-stage grooves adopts a three-grabbing method, then 2 pile punching machines are used for punching holes simultaneously, and each pair of first-stage grooves adopts a nine-hole method for punching holes; the closed groove also adopts a grooving machine to grab the groove, every pair of closed grooves adopts a 'two grabbing method' to grab the groove, then 2 pile punching machines are adopted to punch holes simultaneously, every pair of closed groove sections adopt a 'five-hole method' to punch holes, and after the groove is grabbed and punched holes are completed by the first-stage groove and the closed grooves, the grooves are repaired in sequence by adopting a round hammer and a square hammer. The method not only gives play to the characteristic that the trenching machine has high efficiency in grabbing the trench in the soft soil stratum, but also better gives play to the advantages of the diaphragm wall, also meets the characteristic that the pile punching machine can give play to the advantages in the rock stratum with high strength, and effectively avoids the risks that the diaphragm wall is slow in construction progress in the special stratum with soft upper and hard lower parts and is difficult to control the quality.

Description

Underground diaphragm wall grooving construction method

Technical Field

The invention relates to the technical field of diaphragm wall construction, in particular to a 'three-grab nine-hole and two-grab five-hole' diaphragm wall grooving construction method.

Background

In recent years, the construction of the diaphragm wall in China is rapidly developed, and various trenching machines are carried forward, so that the diaphragm wall is increasingly widely applied to underground engineering, and the diaphragm wall is used as a soil retaining and seepage preventing structure of structures such as an earth dam, a tailing dam, a sluice, a foundation pit enclosure wall and the like, and is very safe and economic. The underground diaphragm wall construction has the characteristics of high work efficiency, short construction period, reliable safety quality and high economic benefit, is very used for urban construction, and ensures that the underground diaphragm wall is almost impermeable due to continuous improvement of the construction method. But the method also has the disadvantages that if the construction method is improper or the construction geological conditions are complex and special, the grooving progress of the diaphragm wall is slow, the quality is difficult to ensure, the joint of the adjacent diaphragm walls is staggered or mud is clamped, and the safety and the practicability of the diaphragm wall structure are influenced.

Under the special geological environment of upper soft and lower hard, the grooving machine is difficult to grab the groove operation in the rock stratum, and the geological environment causes great obstacle for the diaphragm wall construction, so that the grooving construction progress and quality of the diaphragm wall are improved under the special geological environment of upper soft and lower hard, and the problem of important attention in construction is solved.

Disclosure of Invention

In order to overcome the defects in the prior art, the invention provides a construction method for grooving the diaphragm wall by using nine holes with three claws and five holes with two claws, and solves the problems of the grooving progress and quality of the diaphragm wall in the prior art.

In order to solve the technical problems, the technical scheme adopted by the invention is as follows:

a construction method for grooving a diaphragm wall by using nine holes in three grabs and five holes in two grabs comprises the following steps:

(1) and (3) constructing the guide wall, wherein a construction site is provided with longitudinal slopes along the ground elevation in the direction of the diaphragm wall, when the guide wall is constructed, the elevation of the guide wall is divided according to each diaphragm wall or adjacent diaphragm walls, the guide wall is placed for 15cm, and the clearance is increased by 6 cm.

(2) In the construction of the guide wall, the manufacturing of a mud pit and the preparation of new mud are synchronously carried out, and the position of the mud pit is reasonably selected in a construction site;

the mud pool comprises a new mud pool, a circulating pool and a waste mud pool. The new slurry tank is used for preparing new slurry, and the requirement of standby when the slurry in the tank section is unqualified during tank formation is met; after the circulation tank is used for grooving, slurry is replaced in the emptying process, so that the slurry meets the requirements before hoisting and lowering of the reinforcement cage and before pouring of concrete; the waste slurry pool is used for storing slurry and utilizing the slurry again through the slurry processor in the concrete pouring process of the concrete diaphragm wall.

(3) After the strength of the guide wall concrete reaches 75% and the preparation of new slurry is finished, constructing a first-stage groove forming by adopting a hydraulic groove forming machine for the underground diaphragm wall;

(4) constructing 4 to 6 pairs of adjacent diaphragm walls step by step according to the step (3);

(5) after 4-6 pairs of adjacent first-stage groove ground connecting wall construction and the concrete strength of 75 percent, performing closed groove grooving construction;

(6) constructing the closed diaphragm wall step by step according to the step (5);

(7) and (5) constructing a first-stage groove section and a closed groove section according to the sequence of the step (3), the step (4) and the step (5) to form flow process.

Further, the primary slot forming in the step (3) specifically comprises the following steps:

(3a) forming a groove in a soil layer: dividing each pair of first-stage groove sections into 6 meters, lofting and marking on a guide wall, when first-stage groove concrete is poured, sealing two ends of each first-stage groove section by using a locking pipe, expanding 870mm outside each of two sides of each groove section, adopting a three-grab method to grab groove construction, constructing a first grab, forming a groove by using a hydraulic grab grooving machine, inserting bucket teeth on two sides into soil to perform grab groove arrangement when falling a bucket, when the grooving machine is positioned, a mechanical crawler is parallel to the groove sections, observing the verticality and position of the grab once when the grab grabs the bucket according to a vertical line, enabling the center of the grab bucket to be consistent with the center of the groove sections, then putting the bucket down to the soil surface, lifting the grab bucket for about 0.8m if the soil is hard, impacting the grab soil for a plurality of times, and pulling the bucket slowly, and recharging the slurry when the grab bucket leaves the slurry surface, and ensuring that the slurry surface is not lower than 0.50m above the guide wall feet and higher than the underground water level by 0.50 m; stopping the groove grabbing operation when the rock stratum geology is grabbed, and starting second grabbing construction and third grabbing construction according to the marks in sequence, wherein the method is the same as that of the first grabbing;

(3b) rock stratum punching: after soil layer grooving is completed, punching holes in each pair of groove sections by using two pile punching machines, punching hole construction in a nine-hole method is adopted in a first-stage groove section, K1 holes and K2 holes are firstly constructed, then K3 holes and K4 holes, K5 holes and K6 holes, K7 holes and K8 holes and K9 holes are sequentially constructed, and in the punching process, a short-stroke mode is adopted; if the rock surface is slope rock during punching, the rock needs to be backfilled with rubbles and then the hole is punched;

(3c) repairing holes by using a round hammer: after the rock stratum is punched, repairing the holes by a pile punching machine by using a round hammer, and sequentially finishing rocks between the holes from one side of the groove section;

(3d) after hole repairing by a circular hammer is finished, repairing residual rocks by a square hammer by using a pile punching machine, and sequentially repairing all rocks in the wall of the groove from one side of the groove section to avoid blocking of downward placement of the steel cage.

Further, the closing of the groove in the step (5) comprises the following steps:

(5a) forming a groove in a soil layer: each pair of closed groove sections is divided into 6 meters, lofting is carried out on a guide wall to mark, when a groove section is grooved in a first period, two sides of each closed groove section are respectively expanded by 870mm, the actual grooving of the closed groove section is 4300mm, the construction of a groove grabbing by a 'two-grab method' is adopted, a first grab is firstly constructed, a hydraulic grab groove forming machine is adopted to form a groove, bucket teeth on two sides are simultaneously inserted into soil to carry out groove grabbing arrangement when the bucket falls, a mechanical crawler belt is parallel to the groove section when the groove forming machine is positioned, the verticality and the position of the grab bucket are observed once when the grab bucket grabs, the center of the grab bucket is consistent with the center of the groove section, then the grab bucket is placed to the soil surface, if the soil is hard, the grab bucket is lifted by about 0.8m, the soil is grabbed for a plurality of times, the grab bucket is slowly lifted, the slurry is timely refilled when the grab bucket leaves the slurry surface, and the slurry level is ensured to be not lower than 0.50 m; stopping the groove grabbing operation when the rock stratum geology is grabbed, and performing second grabbing construction according to the marks, wherein the method is the same as that of the first grabbing;

(5b) and (3) rock stratum pore-forming: after the soil layer is grooved, punching holes in each pair of closed grooves 2 by using two pile punching machines, punching hole construction in a five-hole method is adopted in a closed groove section, firstly constructing K1 holes and K2 holes, then constructing K3 holes, K4 holes and K5 holes in sequence, and in the punching process, adopting a short stroke mode; if the rock surface is slope rock during punching, the rock needs to be backfilled with rubbles and then the hole is punched;

(5c) after the rock stratum is punched, repairing the holes by a pile punching machine by using a round hammer, and sequentially finishing rocks between the holes from one side of the groove section;

(5d) after hole repairing by a circular hammer is finished, repairing residual rocks by a square hammer by using a pile punching machine, and sequentially repairing all rocks in the wall of the groove from one side of the groove section to avoid blocking of downward placement of the steel cage.

Compared with the prior art, the invention has the beneficial effects that:

the invention provides a construction method for grooving a diaphragm wall by using a three-grab nine-hole and two-grab five-hole mode, wherein a grooving machine is adopted to grab a groove in a first-stage groove, a three-grab method is adopted to grab the groove in each pair of first-stage grooves, 2 pile punching machines are adopted to punch holes simultaneously in each pair of first-stage grooves, and a nine-hole method is adopted to punch holes in each pair of first-stage grooves; the closed groove also adopts a grooving machine to grab the groove, every pair of closed grooves adopts a 'two grabbing method' to grab the groove, then 2 pile punching machines are adopted to punch a hole simultaneously, every pair of closed groove sections adopt a 'five-hole method' to punch a hole, and after the groove is grabbed and punched with the closed groove in the first stage, the groove is repaired in proper order by adopting a round hammer and a square hammer. The method not only gives play to the characteristic that the trenching machine has high efficiency in grabbing the trench in the soft soil stratum, but also better gives play to the advantages of the diaphragm wall, also meets the characteristic that the pile punching machine can give play to the advantages in the rock stratum with high strength, and effectively avoids the risks that the diaphragm wall is slow in construction progress in the special stratum with soft upper and hard lower parts and is difficult to control the quality. The invention provides the construction method of the diaphragm wall with the three-grab nine-hole and the two-grab five-hole, which has the advantages of simple process, novel method, advanced technology, good process connection continuity and controllable safety quality.

Drawings

FIG. 1 is a schematic diagram of the division of diaphragm wall according to the present invention;

FIG. 2 is a top view of step (3 a) of the construction method of the present invention;

FIG. 3 is a schematic view of step (3 a) of the construction method of the present invention;

FIG. 4 is a top view of step (3 b) of the construction method of the present invention;

FIG. 5 is a schematic view of step (3 b) of the construction method of the present invention;

FIG. 6 is a top view of step (3 c) of the construction method of the present invention;

FIG. 7 is a schematic view of step (3 c) of the construction method of the present invention;

FIG. 8 is a top view of step (3 d) of the inventive construction method;

FIG. 9 is a schematic view of step (3 d) of the construction method of the present invention;

FIG. 10 is a top view of step (5 a) of the construction method of the present invention;

FIG. 11 is a schematic view of the construction method of the present invention at step (5 a);

FIG. 12 is a top view of step (5 b) of the construction method of the present invention;

FIG. 13 is a schematic view of the construction method of the present invention at step (5 b);

FIG. 14 is a top view of step (5 c) of the inventive construction method;

FIG. 15 is a schematic view of step (5 c) of the construction method of the present invention;

FIG. 16 is a top view of step (5 d) of the inventive construction method;

FIG. 17 is a schematic view of the construction method of the present invention at step (5 d).

In the figure: 1-first stage tank; 2-closed groove; 3-hydraulic grooving machine; 4-round hammer; 5-square hammer.

Detailed Description

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

The construction method of the diaphragm wall with the three-grab nine-hole structure and the two-grab five-hole structure as shown in fig. 1 to 9 is suitable for construction of all diaphragm wall structures with soft upper parts and hard lower parts, and can meet the requirement of construction period and the requirement of diaphragm wall quality. The construction method comprises the following steps:

(1) lead the wall construction, the construction place has the longitudinal gradient along the ground even wall direction ground elevation, when the wall is led in the construction, leads the wall elevation according to every pair of ground even wall or adjacent several pairs of ground even wall division, makes things convenient for later stage to dash the stake frame and establishes and punch a hole and steel reinforcement cage elevation effective control. In order to ensure the structural limitation, the wall thickness and the grooving width, the guide wall is placed by 15cm outside, and the clearance is increased by 6 cm.

(2) In the construction of the guide wall, the manufacturing of a slurry tank and the preparation of new slurry are synchronously carried out, the position of the slurry tank is reasonably selected in a construction site, the use of all underground continuous wall construction is convenient, and the slurry tank comprises a new slurry tank, a circulating tank and a waste slurry tank. The new slurry tank is used for preparing new slurry, and the requirement of standby when the slurry in the tank section is unqualified during tank formation is met; after the circulation tank is used for grooving, slurry is replaced in the emptying process, so that the slurry meets the requirements before hoisting and lowering of the reinforcement cage and before pouring of concrete; the waste slurry pool is used for storing slurry and utilizing the slurry again through the slurry processor in the concrete pouring process of the concrete diaphragm wall.

(3) After the strength of the guide wall concrete reaches 75% and the preparation of new slurry is finished, the underground diaphragm wall adopts a hydraulic grooving machine 3 to grab the groove, and a first-stage groove 1 is constructed firstly. The first-stage groove 1 is firstly gripped by a three-grip method, then two pile punching machines are used for punching by a nine-hole method, and then the grooves are repaired by a round hammer 4 and a square hammer 5 in sequence.

The primary tank 1 grooving comprises the following steps:

(3a) and forming grooves in the soil layer. Each first-stage groove 1 is divided into 6 meters, and the guide wall is lofted and marked to be used as the basis of later construction, when concrete of the first-stage groove 1 is poured, both ends are sealed by a fore shaft pipe, so when a hydraulic trenching machine is adopted to grab the groove, both sides of the groove section are respectively expanded by 870mm, the groove grabbing construction is carried out by a three-grab method, a first grab is firstly carried out, a hydraulic grab bucket grooving machine 3 is adopted to groove, bucket teeth at both sides are simultaneously inserted into the soil to carry out grab groove arrangement when the bucket falls off, when the trenching machine is positioned, a mechanical crawler belt is parallel to the groove section, the verticality and the position condition of the grab bucket are observed according to a vertical line every time the grab bucket grabs, so that the center of the grab bucket is consistent with the center of the groove section, then the grab bucket is put down to the soil surface, if the soil is hard, the grab bucket is lifted for about 0.8m, the soil is grabbed after being impacted for a plurality of times, the grab bucket is slowly lifted, when the grab bucket is discharged from the slurry surface, the slurry is timely refilled, and the liquid level of the slurry is not lower than 0.50m above the guide wall foot and is higher than 0.50m above the ground water level. And stopping the groove grabbing operation when the rock stratum geology is grabbed, and starting second grabbing construction and third grabbing construction according to the marks in sequence, wherein the method is the same as that of the first grabbing, as shown in the figures 2-3.

(3b) And forming a hole in the rock stratum. After soil layer grooving is finished, ensuring that the specific gravity of slurry in groove sections meets requirements to prevent the groove sections from collapsing, punching each pair of groove sections by two pile punching machines, performing punching construction by a nine-hole method in a first-stage groove 1, constructing K1 holes and K2 holes, and then constructing K3 holes and K4 holes, K5 holes and K6 holes, K7 holes, K8 holes and K9 holes in sequence, and avoiding hole deviation due to too large impact force by adopting a short-stroke mode in the punching process. Affecting the punching progress and the quality of the formed hole. If the rock surface is found to be slope rock during punching, the rock needs to be backfilled with schist and then punched, as shown in fig. 4-5.

(3c) After the rock layer is punched, a hole is repaired by a pile-punching machine by using a round hammer 4, and rocks between the hole and the hole are sequentially finished from one side of the groove section, as shown in fig. 6-7.

(3d) After hole repairing is completed by the round hammer 4, the remaining rocks are repaired by the square hammer 5 by using a pile punching machine, all the rocks in the groove wall are sequentially repaired from one side of the groove section, and the steel cage is prevented from being lowered and blocked, as shown in figures 8-9.

(4) And (4) constructing 4 to 6 pairs of adjacent diaphragm walls step by step according to the step (3).

(5) And after 4-6 pairs of adjacent first-stage groove 1 underground diaphragm wall construction and the concrete strength of 75 percent are met, constructing the closed groove 2. The closed groove 2 is firstly gripped by a 'two-grip method', then two pile punching machines are used for punching by a 'five-hole method', and then the groove is repaired by a round hammer 4 and a square hammer 5.

The grooving of the closed groove 2 comprises the following steps:

(5a) and forming grooves in the soil layer. Each pair of closed grooves 2 is divided into 6 meters, lofting is carried out on a guide wall to mark, the marks are used as the basis of later construction, when the grooves are formed in the first-stage grooves 1, the two sides of each closed groove are respectively extended by 870mm, so that the closed grooves 2 are actually formed into grooves 4300mm, a 'two-grab' groove grabbing construction is adopted, a first grab and a second grab are sequentially constructed, and the grooves 1 in the same period are formed in the groove forming method, as shown in fig. 10-11.

(5b) And forming a hole in the rock stratum. After soil layer grooving is finished, ensuring that the specific gravity of slurry in the groove section meets the requirement to prevent the groove section from collapsing, punching holes in each pair of closed grooves 2 by adopting two pile punching machines, and punching holes in the closed grooves 1 by adopting a five-hole method, wherein K1 holes and K2 holes are firstly constructed, then K3 holes, K4 holes and K5 holes are sequentially constructed, and the punching method is the same as that of the groove 1 in the same period, as shown in figures 12-13.

(5c) After the rock layer is punched, the hole is repaired by a pile-punching machine using a round hammer 4, and rocks between the hole and the hole are sequentially completed from the groove section side, as shown in fig. 14 to 15.

(5d) After hole repairing is completed by the round hammer 4, the remaining rocks are repaired by the square hammer 5 by using a pile punching machine, all the rocks in the groove wall are sequentially repaired from one side of the groove section, and the steel cage is prevented from being lowered and blocked, as shown in figures 16-17.

(6) And (5) constructing the closed diaphragm wall step by step.

(7) And (5) constructing a first-stage groove 1 and a closed groove 2 according to the sequence of the step (3), the step (4) and the step (5) to form flow process.

Although only the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and all changes are encompassed in the scope of the present invention.

Claims (2)

1. A construction method for grooving a diaphragm wall by using nine holes with three grippers and five holes with two grippers is characterized by comprising the following steps:

(1) constructing a guide wall, wherein a construction site is provided with longitudinal slopes along the ground elevation in the direction of the diaphragm wall, when the guide wall is constructed, the elevation of the guide wall is divided according to each diaphragm wall or adjacent diaphragm walls, the guide wall is placed for 15cm, and the clearance is increased by 6 cm;

(2) in the construction of the guide wall, the manufacturing of a mud pit and the preparation of new mud are synchronously carried out, and the position of the mud pit is reasonably selected in a construction site;

the mud pool comprises a new mud pool, a circulating pool and a waste mud pool; the new slurry tank is used for preparing new slurry, and the requirement of standby when the slurry in the tank section is unqualified during tank formation is met; after the circulation tank is used for grooving, slurry is replaced in the emptying process, so that the slurry meets the requirements before hoisting and lowering of the reinforcement cage and before pouring of concrete; the waste slurry pool is used for storing slurry and utilizing the slurry again through the slurry processor in the concrete pouring process of the concrete diaphragm wall;

(3) after the strength of the guide wall concrete reaches 75% and the preparation of new slurry is finished, constructing a first-stage groove forming by adopting a hydraulic groove forming machine for the underground diaphragm wall;

(4) constructing 4 to 6 pairs of adjacent diaphragm walls step by step according to the step (3);

(5) after 4-6 pairs of adjacent first-stage groove ground connecting wall construction and the concrete strength of 75 percent, performing closed groove grooving construction;

(6) constructing the closed diaphragm wall step by step according to the step (5);

(7) constructing a first-stage groove section and a closed groove section according to the sequence of the step (3), the step (4) and the step (5) to form flow process;

the step (5) of closing the groove and forming the groove comprises the following steps:

(5a) forming a groove in a soil layer: each pair of closed groove sections is divided into 6 meters, lofting is carried out on a guide wall to mark, when a groove section is grooved in a first period, two sides of the groove section are respectively expanded by 870mm, the actual grooving of the closed groove section is 4300mm, the groove construction is carried out by adopting a 'two-grab method', a first grab is firstly constructed, a hydraulic grab groove forming machine is adopted to form the groove, bucket teeth on two sides are simultaneously inserted into soil to carry out grab groove arrangement when the bucket falls, a mechanical crawler belt is parallel to the groove section when the groove forming machine is positioned, the verticality and the position of the grab bucket are observed once when the grab bucket grabs, the center of the grab bucket is consistent with the center of the groove section, then the grab bucket is placed to the soil surface, if the soil is hard, the grab bucket is lifted by 0.8m, the soil is grabbed for a plurality of times, the grab bucket is lifted slowly, the slurry is poured back when the grab bucket leaves the slurry surface, and the slurry surface is ensured that the slurry surface is not lower than the guide; stopping the groove grabbing operation when the rock stratum geology is grabbed, and performing second grabbing construction according to the marks, wherein the method is the same as that of the first grabbing;

(5b) and (3) rock stratum pore-forming: after the soil layer is grooved, punching holes in each pair of closed grooves 2 by using two pile punching machines, punching hole construction in a five-hole method is adopted in a closed groove section, firstly constructing K1 holes and K2 holes, then constructing K3 holes, K4 holes and K5 holes in sequence, and in the punching process, adopting a short stroke mode; if the rock surface is slope rock during punching, the rock needs to be backfilled with rubbles and then the hole is punched;

(5c) after the rock stratum is punched, repairing the holes by a pile punching machine by using a round hammer, and sequentially finishing rocks between the holes from one side of the groove section;

(5d) after hole repairing by a circular hammer is finished, repairing residual rocks by a square hammer by using a pile punching machine, and sequentially repairing all rocks in the wall of the groove from one side of the groove section to avoid blocking of downward placement of the steel cage.

2. The construction method for grooving the diaphragm wall with nine holes grabbed by three and five holes grabbed by two according to claim 1, wherein the grooving in the first stage in the step (3) specifically comprises the following steps:

(3a) forming a groove in a soil layer: dividing each pair of first-stage groove sections into 6 meters, lofting and marking on a guide wall, when first-stage groove concrete is poured, sealing two ends of each first-stage groove section by using a locking pipe, expanding 870mm outside each of two sides of each groove section, adopting a three-grab method to grab groove construction, constructing a first grab, forming a groove by using a hydraulic grab grooving machine, inserting bucket teeth on two sides into soil to perform grab groove arrangement when falling a bucket, when the grooving machine is positioned, a mechanical crawler is parallel to the groove sections, observing the verticality and position of the grab once when the grab grabs the bucket according to a vertical line, enabling the center of the grab bucket to be consistent with the center of the groove sections, then putting the bucket down to the soil surface, lifting the grab bucket for 0.8m if the soil is hard, impacting for several times to grab the soil, and pulling the bucket slowly, and timely recharging the slurry when the grab bucket leaves the slurry, and ensuring that the slurry liquid level is not lower than the guide wall feet and is 0.50m higher than the underground water level; stopping the groove grabbing operation when the rock stratum geology is grabbed, and starting second grabbing construction and third grabbing construction according to the marks in sequence, wherein the method is the same as that of the first grabbing;

(3b) rock stratum punching: after soil layer grooving is completed, punching holes in each pair of groove sections by using two pile punching machines, punching hole construction in a nine-hole method is adopted in a first-stage groove section, K1 holes and K2 holes are firstly constructed, then K3 holes and K4 holes, K5 holes and K6 holes, K7 holes and K8 holes and K9 holes are sequentially constructed, and in the punching process, a short-stroke mode is adopted; if the rock surface is slope rock during punching, the rock needs to be backfilled with rubbles and then the hole is punched;

(3c) repairing holes by using a round hammer: after the rock stratum is punched, repairing the holes by a pile punching machine by using a round hammer, and sequentially finishing rocks between the holes from one side of the groove section;

(3d) after hole repairing by a circular hammer is finished, repairing residual rocks by a square hammer by using a pile punching machine, and sequentially repairing all rocks in the wall of the groove from one side of the groove section to avoid blocking of downward placement of the steel cage.

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