CN111172970A - Construction method of underground continuous wall - Google Patents

Construction method of underground continuous wall Download PDF

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Publication number
CN111172970A
CN111172970A CN202010052037.4A CN202010052037A CN111172970A CN 111172970 A CN111172970 A CN 111172970A CN 202010052037 A CN202010052037 A CN 202010052037A CN 111172970 A CN111172970 A CN 111172970A
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CN
China
Prior art keywords
box
chamber
casing
construction
prefabricated
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Pending
Application number
CN202010052037.4A
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Chinese (zh)
Inventor
穆震强
肖国华
沈冲
王宝童
侯程伟
梁辰麒
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Shanghai Lixing Engineering Technology Development Co ltd
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Shanghai Lixing Engineering Technology Development Co ltd
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Priority to CN202010052037.4A priority Critical patent/CN111172970A/en
Publication of CN111172970A publication Critical patent/CN111172970A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/20Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ

Abstract

The invention discloses a construction method of an underground continuous wall, which comprises the following steps: digging and excavating a groove in a soil body by utilizing a steel box body, wherein the steel box body comprises a front box chamber and a rear box chamber which are connected with each other; stopping tunneling after the steel box body tunnels for every preset stroke, and hoisting the prefabricated wall body into the rear box chamber by using a hoisting mechanism on the ground to be connected with the wall body installed in the groove; a group of jack pushing mechanisms are fixedly arranged on the inner wall surface at the front end of the rear box chamber, the jack pushing mechanisms push the steel box body to tunnel forwards on the basis of taking the installed wall body as a counter-force basis, and after the tunneling length reaches a preset stroke, the installation between the next prefabricated wall body and the installed wall body is continued; and repeating the steps until the construction of the whole underground continuous wall is completed. The invention has the advantages that the construction can be carried out under the condition of being close to surrounding buildings, even under a narrow channel with the width of 2-3 m, and the settlement of surrounding soil bodies or the deformation of surrounding structures can not be influenced.

Description

Construction method of underground continuous wall
Technical Field
The invention belongs to the technical field of underground engineering, and particularly relates to a construction method of an underground continuous wall.
Background
The conventional technique for constructing an underground diaphragm wall is to construct the underground diaphragm wall from the ground surface to the ground by using various large machines or large equipment, or to construct the underground diaphragm wall by an open-cut covering method, and such a construction method has the following problems:
the open cut covering method has many limitations, and only very small and low underground continuous walls can be built, and the traffic of the channel needs to be interrupted.
in order to perform construction, a chemical grouting method is required to harden the periphery of the building, or a combination method such as various temporary support methods is required.
③, when various small conduits are buried in shallow positions around the underground wall, the small conduits are crushed by the weight of large machinery, and therefore the small underground conduits such as water supply, drainage, electric, gas, and telephone lines need to be protected in advance or moved around.
fourthly, when the underground continuous wall is constructed on both sides of the narrow open channel, the conventional underground continuous wall construction method using a large machine cannot be adopted, and although the treatment of the open channel can be performed little by manpower, no other means is used except for the construction of the open-cut covering method by manpower, so that a large amount of construction cost and construction period are required.
⑤, when the wall thickness of the underground continuous wall is very thin, construction cannot be carried out by adopting the traditional technology.
⑥, when the wall body of the underground continuous wall is a factory product and is prefabricated or assembled on site, the construction progress by adopting the traditional technology is slow, and the use cost of various machines is increased, so that the engineering cost and the construction period are increased, and the economical efficiency is poor.
Disclosure of Invention
The invention aims to provide a construction method of an underground continuous wall body according to the defects of the prior art, the construction method adopts an open type steel box body to install the prefabricated wall body, and pushes the steel box body to tunnel forwards by taking the installed wall body as a counter-force basis so as to realize the construction of the underground continuous wall body under a narrow working condition.
The purpose of the invention is realized by the following technical scheme:
a construction method of an underground continuous wall body is characterized by comprising the following steps: digging and excavating a groove in a soil body by utilizing a steel box body, wherein the steel box body comprises a front box chamber and a rear box chamber which are connected with each other; stopping tunneling after the steel box body tunnels for each preset stroke, and hoisting a prefabricated wall body into the rear box chamber by using a hoisting mechanism on the ground to be connected with the wall body installed in the groove; a group of jack pushing mechanisms is fixedly arranged on the inner wall surface at the front end of the rear box chamber, the jack pushing mechanisms push the steel box body to tunnel forwards on the basis of taking the mounted wall body as a counter force, and after the tunneling length reaches the preset stroke, the mounting between the next prefabricated wall body and the mounted wall body is continued; and repeating the steps until the construction of the whole underground continuous wall is completed.
And an excavating device is arranged in the front box chamber.
The front box chamber is longitudinally divided into a tunneling cabin and a storage cabin, an excavating device is arranged in the tunneling cabin, and a sand treatment device is arranged in the storage cabin.
The top surface and the rear end face of the rear box chamber are in an open shape, and in the process of hoisting the prefabricated wall body, the prefabricated wall body passes through the opening in the top surface of the rear box chamber, enters the box chamber and passes through the opening in the rear end face of the rear box chamber, and is fixedly connected with the installed wall body.
After the prefabricated wall body and the installed wall body are installed, pouring mortar into a gap between the outer surface of the prefabricated wall body and the inner wall surface of the side plate of the rear box chamber to form a first grouting layer; and after the rear box chamber is tunneled forwards and separated, mortar is poured into a gap between the first grouting layer and the inner wall surface of the groove to form a second grouting layer.
The steel box body is composed of the front box chamber and the rear box chamber which are mutually embedded, the front end part of the rear box chamber is embedded in the rear end part of the front box chamber in a matched mode, and two side faces of the front end part of the rear box chamber are embedded in two side faces of the rear end part of the front box chamber in a clearance fit mode.
The steel box body is provided with an attitude control device, the attitude control device comprises a jack pushing mechanism and outriggers arranged on the two side wall surfaces of the front box chamber, the jack pushing mechanism comprises at least one row of hydraulic jacks arranged at intervals along the vertical direction, and the outriggers comprise jacking oil cylinders fixed on the side wall surfaces of the front box chamber and top plates fixed on the outer end surfaces of the jacking oil cylinders.
In the process of tunneling and excavating the steel box body, the hydraulic jacks in the vertical direction are controlled to jack and extend in different ranges so as to control the upper posture and the lower posture of the steel box body, and the outriggers on the two sides of the front box chamber are controlled in different jacking and extending ranges so as to control the posture of the steel box body in the left direction and the right direction.
The invention has the advantages that:
(1) the method comprises the following steps of (1) carrying out construction after a device for constructing the underground continuous wall is miniaturized, namely, a steel box body with a groove-shaped section, which is slightly wider than openings at the upper part and the front and rear parts of the underground wall, is tunneled along the ground transversely, and the underground wall is installed, assembled or cast at the rear part of the steel box body to gradually construct the continuous underground wall, so that the construction can be carried out under the condition of being close to surrounding buildings and even under a narrow passage with the width of 2-3 m;
(2) even for the underground construction of the surface, the underground excavation operation of the steel box body with small width and not too long length hardly influences the construction except the sand ground with much underground water, and in addition, because the quick-setting mortar is poured and filled in the left and right tiny gaps of the underground continuous wall body continuously left at the rear part of the steel box body, the conditions of the settlement of the peripheral soil body and the deformation of the construction are not influenced;
(3) for various small-diameter piping at shallow underground positions, the steel box with small width is adopted, so that the disturbance to the stratum is small, and deformation and damage cannot occur; the cross piping at the shallow position above the top surface of the wall body can also pass through the lower part of the wall body for construction, and the piping is not required to be detoured or displaced;
(4) the device is small in size and small in width, and an underground continuous wall can be built by using the device even on two outer sides of an open channel with a narrow width as long as the space has a certain allowance relative to the width of a steel box body;
(5) the front box chamber of the steel box body is longitudinally divided into two cabins of a tunneling cabin and a storage cabin, sand treatment equipment is arranged in the storage cabin, soil-shaped excavated sand is moved to the storage cabin behind the earth firstly through the sand treatment equipment for temporary storage, the sand and water are separated to a certain degree, and then the sand and the water are respectively discharged and carried, so that tunneling construction is carried out in the sand with high water content.
Drawings
FIG. 1 is a schematic elevation view of an underground diaphragm wall constructed using steel boxes according to the present invention;
FIG. 2 is a schematic plan view of the construction of an underground diaphragm wall using a steel box according to the present invention;
FIG. 3 is a schematic elevation view of an underground diaphragm wall constructed by using a steel box body with a front box chamber divided into two chambers according to the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
referring to fig. 1-3, the labels 1-13 in the figures are: the device comprises a steel box body 1, a front box chamber 2, a rear box chamber 3, an excavating device 4, a prefabricated wall body 5, an installed wall body 6, a jack propelling mechanism 7, a hinge device 8, an outrigger 9, a first grouting layer 10, a second grouting layer 11, a tunneling cabin 12 and a storage cabin 13.
Example 1: as shown in fig. 1 and 2, the embodiment specifically relates to a construction method of an underground continuous wall, which specifically includes the following steps:
(1) arranging a steel box body 1 in an originating working well of an underground continuous wall body, wherein the steel box body 1 comprises a front box chamber 2 and a rear box chamber 3 which are hinged through a hinge device 8, an excavating device 4 used for excavating a front soil body is arranged in the front box chamber 2, outriggers 9 are symmetrically arranged on two sides of the front box chamber 2, each outrigger 9 comprises a top-extending oil cylinder fixed on the side wall surface of the front box chamber 2 and a top plate fixed on the outer end surface of the top-extending oil cylinder, and the outriggers 9 are used as attitude control devices to control the left-right attitude adjustment of the steel box body 1; the top surface and the rear end face of the rear box chamber 3 are both in an open shape so that the prefabricated wall 5 can pass through the opening and be installed in the subsequent construction process, meanwhile, a group of jack propulsion mechanisms 7 are fixedly arranged on the inner wall surface of the front end of the rear box chamber 3, each jack propulsion mechanism 7 comprises two rows of hydraulic jacks which are vertically arranged at intervals, in the subsequent construction process, the jack propulsion mechanisms 7 propel the whole steel box body 1 to move forward by taking the installed wall 6 as a counter-force basis, and meanwhile, the jack propulsion mechanisms 7 also serve as attitude control devices to control the vertical attitude adjustment of the steel box body 1.
(2) Driving the steel box body 1 to dig a groove in a soil body for a certain distance, stopping, hoisting the prefabricated wall body 5 into the rear box chamber 3 from an opening above the rear box chamber 3 by using hoisting equipment positioned on the ground, starting a jack propulsion mechanism 7 to push the prefabricated wall body 5 backwards to enable the prefabricated wall body 5 to be in close contact with a rear installed wall body 6, and then fixedly installing the prefabricated wall body 5 and the installed wall body 6 to form a new installed wall body 6; in the area where the installed wall 6 is located in the rear cabinet 2, quick-setting mortar is poured to form a first grouting layer 10 between the outer side wall surface of the installed wall 6 and the inner wall surface of the rear cabinet 3, so as to prevent the surrounding soil from settling or the surrounding building from deforming.
(3) Continuously controlling the jack pushing mechanism 7 to push backwards, keeping the installed wall 6 as a counter-force mechanism to be fixed, moving the whole steel box body 1 forwards under the pushing action of the jack pushing mechanism 7, and controlling the excavating device 4 in the front box chamber 2 to excavate the soil in front and convey the soil to a truck on the ground to transport the soil out; meanwhile, after the side wall of the rear box chamber 3 is moved forward, quick-setting mortar is quickly injected into the gap between the first grouting layer 10 and the soil to form a second grouting layer 11, so as to avoid the situation that the surrounding soil is settled or the surrounding building is deformed.
(4) And (5) repeating the steps (2) and (3) after the jack pushing mechanism 7 pushes the wall to reach the limit stroke, and continuing to install the next prefabricated wall 5 and forward drive the steel box body 1 until the construction of the whole underground continuous wall is completed.
In the process of driving the steel box 1, when a sudden turn, a steep slope or the like is faced, the driving posture of the steel box 1 needs to be controlled by the posture control device, the posture control device comprises an outrigger 9 and a pushing jack mechanism 7, in order to enable the front box chamber 2 and the rear box chamber 3 to generate a certain range of vertical and horizontal posture adjustment, the front end part of the rear box chamber 3 is embedded in the rear end part of the front box chamber 2 in a matched mode, and two side faces of the front end part of the rear box chamber 3 are embedded in two side faces of the rear end part of the front box chamber 2 in a clearance matched mode. When the posture adjustment of the steel box body 1 in the left and right direction needs to be controlled, the posture control in the left and right direction is realized by respectively controlling different jacking amplitudes of the outriggers 9 at the two sides of the front box chamber 2; and when the posture of the steel box body 1 needs to be controlled to be adjusted in the vertical direction, the posture of the steel box body 1 in the vertical direction is controlled by controlling the jacking extension of the hydraulic jacks in the vertical direction in different ranges.
The beneficial effect of this embodiment does:
(1) the method comprises the following steps of (1) carrying out construction after a device for constructing the underground continuous wall is miniaturized, namely, a steel box body with a groove-shaped section, which is slightly wider than the upper part and front and rear openings of the underground wall, is tunneled along the ground transversely, and the underground wall body is installed, assembled or cast at the rear part of the steel box body to gradually construct the continuous underground wall, so that construction can be carried out on a narrow passage with the width of 2-3 m;
(2) even for the underground construction of the surface, the underground excavation operation of the steel box body with small width and not too long length hardly influences the construction except the sand ground with much underground water, and in addition, because the quick-setting mortar is poured and filled in the left and right tiny gaps of the underground continuous wall body continuously left at the rear part of the steel box body, the conditions of the settlement of the peripheral soil body and the deformation of the construction are not influenced;
(3) for various small-diameter piping at shallow underground positions, the steel box body with small width is adopted, so that deformation and damage cannot occur; the cross piping at the shallow position above the top surface of the wall body can also pass through the lower part of the wall body for construction, and the piping is not required to be detoured or displaced;
(4) the device is small in size and small in width, and the underground continuous wall can be built by using the invention even on two outer sides of an open channel with a narrow width as long as the position has a certain allowance relative to the width of the steel box body.
Example 2: as shown in fig. 3, the embodiment relates to a construction method of an underground continuous wall body, which is suitable for the situation that the excavated sandy soil has a large water content, and the excavated sandy soil is in a soil shape and cannot be directly transported out, so the construction method divides a front box chamber 2 of a steel box body 1 into a driving cabin 12 and a storage cabin 13 in the longitudinal direction, an excavating device 4 is arranged in the driving cabin 12, sandy soil treatment equipment is arranged in the storage cabin 13, the soil-shaped excavated sandy soil is moved into the storage cabin 13 at the rear part for temporary storage through the sandy soil treatment equipment, the sandy soil and water are separated to a certain degree, and then the sandy soil and the water are respectively discharged and transported. The remaining construction steps in this example are the same as in example 1.

Claims (8)

1. A construction method of an underground continuous wall body is characterized by comprising the following steps: digging and excavating a groove in a soil body by utilizing a steel box body, wherein the steel box body comprises a front box chamber and a rear box chamber which are connected with each other; stopping tunneling after the steel box body tunnels for each preset stroke, and hoisting a prefabricated wall body into the rear box chamber by using a hoisting mechanism on the ground to be connected with the wall body installed in the groove; a group of jack pushing mechanisms is fixedly arranged on the inner wall surface at the front end of the rear box chamber, the jack pushing mechanisms push the steel box body to tunnel forwards on the basis of taking the mounted wall body as a counter force, and after the tunneling length reaches the preset stroke, the mounting between the next prefabricated wall body and the mounted wall body is continued; and repeating the steps until the construction of the whole underground continuous wall is completed.
2. The method of claim 1, wherein an excavating means is provided in the front compartment.
3. The method of claim 1, wherein the front box chamber is divided into a driving chamber and a storage chamber in a longitudinal direction, the driving chamber is provided with an excavating device, and the storage chamber is provided with a sand treatment device.
4. The method as claimed in claim 1, wherein the top and rear surfaces of the rear cabinet are open, and the prefabricated wall enters the cabinet through the opening of the top surface of the rear cabinet and is fixedly connected to the installed wall through the opening of the rear surface of the rear cabinet during the process of hoisting the prefabricated wall.
5. The method of claim 4, wherein after the installation of the prefabricated wall body and the installed wall body is completed, mortar is poured into a gap between the outer surface of the prefabricated wall body and the inner wall surface of the side panel of the rear box room to form a first grouting layer; and after the rear box chamber is tunneled forwards and separated, mortar is poured into a gap between the first grouting layer and the inner wall surface of the groove to form a second grouting layer.
6. The method as claimed in claim 1, wherein the steel casing is composed of the front casing and the rear casing which are engaged with each other, a front end of the rear casing is fitted into a rear end of the front casing, and both side surfaces of the front end of the rear casing and both side surfaces of the rear end of the front casing are fitted into each other with a gap therebetween.
7. The method as claimed in claim 6, wherein the steel casing is provided with a posture control device, the posture control device comprises the jack advancing mechanism and outriggers provided on two side wall surfaces of the front casing chamber, the jack advancing mechanism comprises at least one row of hydraulic jacks arranged at intervals in a vertical direction, and the outriggers comprise a jack cylinder fixed on a side wall surface of the front casing chamber and a top plate fixed on an outer end surface of the jack cylinder.
8. The method as claimed in claim 7, wherein during the driving and excavating of the steel box, the hydraulic jacks in the vertical direction are controlled to perform jacking extension with different widths so as to control the upper and lower postures of the steel box, and the outriggers at two sides of the front box chamber are controlled to perform different jacking extension widths so as to control the postures of the steel box in the left and right directions.
CN202010052037.4A 2020-01-17 2020-01-17 Construction method of underground continuous wall Pending CN111172970A (en)

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CN202010052037.4A CN111172970A (en) 2020-01-17 2020-01-17 Construction method of underground continuous wall

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CN202010052037.4A CN111172970A (en) 2020-01-17 2020-01-17 Construction method of underground continuous wall

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CN111172970A true CN111172970A (en) 2020-05-19

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Publication number Priority date Publication date Assignee Title
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CN203362169U (en) * 2013-07-25 2013-12-25 湖南大学 Attitude adjusting device of miniature shield machine
CN203769786U (en) * 2013-12-18 2014-08-13 北京市轨道交通建设管理有限公司 Anti-twisting shield tunneling machine
CN105089044A (en) * 2015-08-31 2015-11-25 中国建筑股份有限公司 Horizontal push compaction type prefabricated underground continuous wall system and construction method thereof
CN106049532A (en) * 2016-07-25 2016-10-26 中铁工程装备集团有限公司 Supporting and retaining device for open excavation construction of comprehensive pipe gallery and construction method thereof
CN206530336U (en) * 2017-02-27 2017-09-29 中铁工程装备集团有限公司 A kind of full advance self-travel type U-shaped shield machine
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Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103032076A (en) * 2012-12-08 2013-04-10 中铁十二局集团第二工程有限公司 Method for correcting unconformable surface stratum shield tunneling construction
CN203362169U (en) * 2013-07-25 2013-12-25 湖南大学 Attitude adjusting device of miniature shield machine
CN203769786U (en) * 2013-12-18 2014-08-13 北京市轨道交通建设管理有限公司 Anti-twisting shield tunneling machine
CN105089044A (en) * 2015-08-31 2015-11-25 中国建筑股份有限公司 Horizontal push compaction type prefabricated underground continuous wall system and construction method thereof
CN106049532A (en) * 2016-07-25 2016-10-26 中铁工程装备集团有限公司 Supporting and retaining device for open excavation construction of comprehensive pipe gallery and construction method thereof
CN206530336U (en) * 2017-02-27 2017-09-29 中铁工程装备集团有限公司 A kind of full advance self-travel type U-shaped shield machine
JP2019015022A (en) * 2017-07-03 2019-01-31 学校法人早稲田大学 Construction method for soil cement underground continuous wall

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Title
中铁电气化局集团有限公司: "《城市轨道交通工程(土建)施工作业操作手册》", 31 October 2018, 中国铁道出版社 *

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