CN109356596B - Method for launching and receiving shield tunneling machine by utilizing recyclable underground continuous wall and steel sleeve - Google Patents

Method for launching and receiving shield tunneling machine by utilizing recyclable underground continuous wall and steel sleeve Download PDF

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Publication number
CN109356596B
CN109356596B CN201811279721.5A CN201811279721A CN109356596B CN 109356596 B CN109356596 B CN 109356596B CN 201811279721 A CN201811279721 A CN 201811279721A CN 109356596 B CN109356596 B CN 109356596B
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China
Prior art keywords
shield
underground continuous
shield machine
template
steel
Prior art date
Application number
CN201811279721.5A
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Chinese (zh)
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CN109356596A (en
Inventor
尹清锋
王春河
韩维畴
赵志龙
羊涛
刘阳君
曹金鼎
张洪涛
练明
吕晓宁
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中建交通建设集团有限公司
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Priority to CN201811279721.5A priority Critical patent/CN109356596B/en
Publication of CN109356596A publication Critical patent/CN109356596A/en
Application granted granted Critical
Publication of CN109356596B publication Critical patent/CN109356596B/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/08Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield

Abstract

The invention discloses a method for launching and receiving a shield machine by utilizing a recoverable underground continuous wall and a steel sleeve, which comprises the steps of reinforcing soil outside the underground continuous wall of a shield well, constructing the underground continuous wall of the shield well, erecting a template system in the range of a shield well door, pulling out the underground continuous wall of the shield well, backfilling concrete at the position of the underground continuous wall of the shield well, installing a shield airtight steel sleeve and a counterforce frame, assembling and debugging the shield machine, installing a negative ring pipe, dismantling the template system in the range of the shield well door, pushing the shield machine to a launching end wall, filling gaps of the shield airtight steel sleeve, launching the shield machine and receiving the shield machine. The invention improves the waterproof effect in the range of the tunnel portal, reduces the abrasion of the cutter head and the cutter, reduces the reinforcing range of the soil body outside the underground continuous wall, realizes the advance tunnel entrance and the delayed tunnel exit, ensures the construction safety and reduces the construction cost.

Description

Method for launching and receiving shield tunneling machine by utilizing recyclable underground continuous wall and steel sleeve

Technical Field

The invention relates to the technical field of shield construction, in particular to a method for starting and receiving a shield machine by utilizing a recyclable underground continuous wall and a steel sleeve.

Background

The shield machine is the most advanced ultra-large special equipment for tunnel excavation at present, is high-tech construction equipment for realizing one-step excavation and hole forming of excavation, unearthing, supporting and the like, and is widely applied to tunnel engineering of urban rail transit, railways, highways, municipal administration, hydropower and the like.

At present, the shield well underground continuous wall generally adopts a glass fiber reinforced plastic or reinforced concrete underground continuous wall, soil mass outside the shield well underground continuous wall is reinforced, and then starting and receiving construction is carried out. When the underground continuous wall of the shield well is made of glass fiber reinforced concrete materials, the shield needs to directly cut the underground continuous wall, and the cutter head and the cutter are seriously abraded or even damaged when the shield starts and receives the shield due to the high strength of the underground continuous wall, so that the maintenance or replacement cost of the cutter head and the cutter is increased, and the normal construction of the shield can be influenced; when the underground continuous wall of the shield well is made of reinforced concrete materials, the underground continuous wall needs to be chiseled off when shield construction is needed, the soil body reinforcing effect is poor due to stratum uncertainty, water burst, sand burst and even ground collapse can be caused when the shield is started and received, and the starting and the receiving of the shield become one of the largest risk points in construction.

Disclosure of Invention

The invention provides a method for launching and receiving a shield tunneling machine by utilizing a recyclable underground continuous wall and a steel sleeve, and aims to solve the problems of serious abrasion of a cutter head and a cutter or water burst, sand burst and even ground collapse when the shield tunneling machine is launched and received.

The technical scheme adopted by the invention is as follows:

a method for launching and receiving a shield tunneling machine by utilizing a recyclable underground diaphragm wall and a steel sleeve is characterized by comprising the following steps:

s1, reinforcing soil outside the shield well underground continuous wall: soil mass in a certain range outside the underground continuous wall is reinforced, the soil mass strength is improved, and the soil mass permeability is reduced;

s2, constructing the shield well underground continuous wall: sequentially installing underground continuous wall units according to the steps of processing a steel underground continuous wall unit, digging a groove, hoisting and sealing plain concrete bottom, wherein the underground continuous wall is a recyclable underground continuous wall;

s3, erecting a template system in the shield well door range: erecting the template system according to the steps of calculating, designing, constructing and installing the template system in the tunnel portal range;

s4, mounting the steel sleeve and the reaction frame on the outer side of the shield machine: installing the steel sleeve according to the construction steps of positioning the steel sleeve, installing the steel sleeve in blocks and adjusting the position, and then installing a reaction frame and a transverse support;

s5, assembling and debugging the shield tunneling machine, and installing a negative ring pipe piece: according to the limitation of an originating site, adopting a split originating or integral originating mode, and assembling and debugging the shield machine after determining; when the negative ring pipe piece is installed, the installation precision is adjusted, and the axis of the negative ring pipe piece is consistent with the axis of the reference ring;

s6, removing the underground diaphragm wall of the shield well and backfilling concrete: removing and recovering the underground continuous wall in sections, and simultaneously performing concrete backfilling engineering on the position of a gap generated by removing the underground continuous wall;

s7, removing the template system within the range of the shield well door;

s8, pushing the shield tunneling machine to the starting end wall;

s9, filling gaps among the steel sleeves; mounting an upper end cover of the steel sleeve after the template system is dismantled, filling gaps among the steel sleeves, and then performing a closed steel sleeve pressure maintaining test;

s10, starting the shield tunneling machine; carrying out initial measurement work, initial tunneling parameter control and initial starting of the shield machine;

s11, before the shield machine receives the data, the construction operation of the receiving position is carried out; the front construction work steps are S1, S2, S3, S4, S6, S7 and S9;

s12, receiving by the shield machine; and after the early-stage operation of receiving by the shield machine is completed, receiving the shield machine according to the construction requirements.

Further, in step S1, before the shield well underground continuous wall is constructed, soil outside the shield well underground continuous wall is reinforced by a method conforming to the soil property conditions of the construction position, and the reinforcement ranges are 6m each of the upper, lower, left and right sides of the central line of the tunnel and 2m along the tunnel direction.

Further, in step S2, the underground continuous walls within 6m on both sides of the shield tunnel axis are made of recyclable structures, and the recyclable underground continuous walls include prefabricated steel underground continuous wall units made of steel wall panels.

Further, in step S3, a formwork system is supported within the tunnel portal, and two water-swelling stop bars are disposed outside the formwork system to prevent concrete leakage during backfilling; when the shield machine starts, the template support is directly propped against the cutter head panel, and a support point is provided for the template by utilizing the cutter head panel; when the shield tunneling machine receives, the template support is connected to the bolt joint of the steel sleeve block base, and the gap at the bolt joint is utilized to fix the template support.

Further, in step S5, after the lower half of the steel sleeve is installed, the main machine of the shield machine is installed, then the upper half of the steel sleeve is installed, and then the negative ring pipe piece is pushed backward to the position of the reaction frame and is in close contact with the reaction frame.

Further, in step S6, the concrete is high-fluidity super early strength concrete.

Further, in step S7, when the shield tunneling machine starts, the strength of concrete backfilled at the underground continuous wall position within the tunnel portal by the formwork system within the tunnel portal range reaches 100%, and the negative ring pipe pieces are removed after the assembly is completed; when the shield machine receives the concrete, the template system in the tunnel portal range is dismantled after the strength of the concrete backfilled at the underground continuous wall position in the tunnel portal range reaches 100%.

Further, in step S8, when the shield machine starts, after the template system within the tunnel portal is removed, the shield machine is immediately pushed to the position of the shield starting end wall, and the upper end cover of the steel sleeve is installed.

Further, in step S9, when the shield machine starts, the sand is used to fill the gap between the steel sleeve and the shield machine, and after the filling is completed, a pressure maintaining test is performed; and when the shield machine receives the slurry, filling gaps among the steel sleeves with the sand, performing a pressure maintaining test after the filling is finished, and waiting for the arrival of the shield machine.

Further, in step S9, when the shield starts a pressure maintaining test after filling the sealed steel sleeves, and when the pressure maintaining effect cannot meet the construction requirement, grouting and plugging are performed on the gap between the sealed steel sleeves.

Compared with the prior art, the invention has the following positive effects:

(1) the underground continuous wall adopts a recyclable receiving type, and high-fluidity super early-strength concrete is adopted to fill in situ after the underground continuous wall is recycled, so that the waterproof effect within the range of the tunnel door is improved;

(2) the strength of the high-fluidity super early-strength concrete is lower than that of the original underground continuous wall, so that the abrasion or damage of a cutter head and a cutter tool which are possibly caused when the shield machine cuts the underground continuous wall is reduced;

(3) the shield machine is started and received by using the steel sleeve and a direct cutting and filling concrete mode, the soil body reinforcing range outside the underground continuous wall is reduced, soil pressure is built before the shield enters the tunnel, and advance tunnel entrance is realized; the earth pressure is still kept after the shield is received, so that delayed tunnel exit is realized; the safety of shield launching and receiving is ensured, and the construction cost is greatly reduced.

Drawings

FIG. 1 is a schematic diagram of the shield machine launch state of the present invention;

fig. 2 is a schematic diagram of the receiving state of the shield tunneling machine of the invention.

Reference numerals: the method comprises the following steps of 1-outer soil body, 2-underground continuous wall, 3-steel sleeve, 4-reaction frame, 5-negative ring segment, 6-template system, 7-shield machine and 8-concrete.

Detailed Description

The following description is presented to disclose the invention so as to enable any person skilled in the art to practice the invention. The preferred embodiments described below are intended as examples only, and other obvious modifications will occur to those skilled in the art and are within the scope of the present invention.

The following examples are further detailed descriptions of the present invention.

As shown in fig. 1 and 2, a method for launching and receiving a shield machine using a recyclable underground diaphragm wall and a steel casing includes the steps of:

s1, reinforcing the soil body 1 outside the shield well underground continuous wall: soil mass in a certain range outside the underground continuous wall is reinforced, the soil mass strength is improved, and the soil mass permeability is reduced;

s2, constructing the shield well underground continuous wall 2: sequentially installing underground continuous wall units according to the steps of processing a steel underground continuous wall unit, digging a groove, hoisting and sealing plain concrete bottom, wherein the underground continuous wall is a recyclable underground continuous wall;

s3, erecting a template system 6 in the shield tunnel portal range: erecting the template system 6 according to the steps of calculation, design, construction and installation of the template system 6 in the tunnel portal range;

s4, mounting the steel sleeve 3 and the reaction frame 4 outside the shield machine: the steel sleeve 3 is installed according to the construction steps of positioning, block installation and position adjustment of the steel sleeve 3, and then the reaction frame 4 and the transverse support installation are carried out, so that the reaction frame 4 is ensured to be accurately positioned and stably fixed;

s5, assembling and debugging the shield tunneling machine 7, and installing the negative ring segment 5: according to the limitation of an originating site, a split originating or integral originating mode is adopted for the shield machine 7, and then the shield machine 7 is assembled and debugged after the split originating or integral originating mode is determined; when the negative ring duct piece 5 is installed, the installation precision is ensured, and the axis of the negative ring duct piece is consistent with the axis of the reference ring;

s6, removing the shield well underground continuous wall 2 and backfilling concrete 8: removing and recovering the underground continuous wall 2 in a segmented manner, and simultaneously performing concrete 8 backfilling engineering on a gap position generated by removing the underground continuous wall 2;

s7, removing the template system 6 within the range of the shield well portal;

s8, pushing the shield tunneling machine 7 to the starting end wall;

s9, filling gaps of the steel sleeve 3 of the shield tunneling machine; after the template system 6 is dismantled, the upper end cover of the steel sleeve 3 is installed, the upper end cover and the lower end cover of the steel sleeve 3 are closed to form a closed steel sleeve 3, a gap between the steel sleeve 3 and a host of a shield tunneling machine 7 is filled, and a pressure maintaining test is carried out;

s10, starting the shield tunneling machine 7; carrying out initial measurement work, initial tunneling parameter control and initial starting of the shield machine 7;

s11, before the shield machine 7 receives the data, the construction operation of the receiving position is carried out; the front construction work steps are S1, S2, S3, S4, S6, S7 and S9;

s12, receiving by the shield tunneling machine 7; and after the earlier-stage operation of receiving by the shield machine 7 is completed, receiving by the shield machine 7 according to the construction requirements.

Preferably, in step S1, before the shield well underground continuous wall is constructed 2, the soil body 1 outside the shield well underground continuous wall is reinforced by a method according with the soil property conditions of the construction position, and the reinforcement ranges are 6m respectively from the upper part, the lower part, the left part and the right part of the central line of the tunnel and 2m along the tunnel direction.

Preferably, in step S2, the underground continuous wall 2 within 6m of each side of the shield tunnel axis is in a recyclable structural form, and the recyclable underground continuous wall 2 includes prefabricated steel underground continuous wall units made of steel wall panels.

Preferably, in step S3, the formwork system 6 is supported within the tunnel portal, and two water-swelling stop bars are disposed outside the formwork system 6 to prevent the concrete 8 from leaking when backfilling; when the shield tunneling machine 7 starts, the template support is directly propped against the cutter head panel, and a support point is provided for the template by utilizing the cutter head panel; when the shield tunneling machine receives, the template support is connected to the bolt joint of the steel sleeve block base, and the gap at the bolt joint is utilized to fix the template support.

Preferably, in step S5, after the lower half of the steel sleeve 3 is installed, the main machine of the shield tunneling machine 7 is installed, then the upper half of the steel sleeve 3 is installed, and then the negative ring pipe 5 is pushed backward to the position of the reaction frame 4 and is in close contact therewith.

Preferably, in step S6, the concrete 8 is high-fluidity ultra-early-strength concrete.

Preferably, in step S7, when the shield tunneling machine 7 starts, the strength of the concrete 8 backfilled at the underground continuous wall position of the template system 6 in the tunnel portal range reaches 100%, and the negative ring pipe pieces 5 are removed after the assembly is completed; when the shield machine 7 receives the concrete, the template system 6 in the tunnel portal range is dismantled after the strength of the concrete 8 backfilled at the underground continuous wall position in the tunnel portal range reaches 100%.

Preferably, in step S8, when the shield tunneling machine 7 starts, after the template system 6 within the range of the tunnel portal is removed, the shield tunneling machine 7 is immediately pushed to the position of the starting end wall of the shield tunneling machine, and the upper end cover of the steel sleeve 3 is installed.

Preferably, in step S9, when the shield machine starts, the steel sleeve 3 is sealed, then silt is used to fill the gap between the steel sleeve 3 and the main machine of the shield machine 7, so as to shorten the exposure time of the concrete 8 backfilled at the position of the underground diaphragm wall, a pressure maintaining test is performed after the gap between the shield machine 7 and the steel sleeve 3 is filled with silt, when the pressure maintaining effect is not good, grouting plugging is performed, when the shield machine receives, the steel sleeve 3 is sealed, then silt is used to fill the space of the inner cavity between the steel sleeves 3, so as to wait for the arrival of the shield machine, and thus the exposure time of the concrete 8 backfilled at the position of the underground diaphragm wall is shortened.

Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims.

Claims (6)

1. A method for launching and receiving a shield tunneling machine by utilizing a recyclable underground diaphragm wall and a steel sleeve is characterized by comprising the following steps:
s1, reinforcing soil outside the shield well underground continuous wall: soil mass in a certain range outside the underground continuous wall is reinforced, the soil mass strength is improved, and the soil mass permeability is reduced;
s2, constructing the shield well underground continuous wall: sequentially installing underground continuous wall units according to the steps of processing a steel underground continuous wall unit, digging a groove, hoisting and sealing plain concrete bottom, wherein the underground continuous wall is a recyclable underground continuous wall; the underground continuous walls in the range of 6m on both sides of the axis of the shield tunnel adopt a recyclable structural form, the recyclable underground continuous walls comprise prefabricated steel underground continuous wall units, and the prefabricated steel underground continuous wall units are formed by steel wall plates;
s3, erecting a template system in the shield well door range: erecting the template system according to the steps of calculating, designing, constructing and installing the template system in the tunnel portal range; a template system is arranged in the tunnel portal range in a supporting mode, and two water stop bars which expand when meeting water are arranged on the outer side of the template system to prevent concrete from leaking when backfilling; when the shield machine starts, the template support is directly propped against the cutter head panel, and a support point is provided for the template by utilizing the cutter head panel; when the shield machine receives, the template support is connected to the bolt joint of the steel sleeve block base, and the gap at the bolt joint is utilized to fix the template support;
s4, mounting the steel sleeve and the reaction frame on the outer side of the shield machine: installing the steel sleeve according to the construction steps of positioning the steel sleeve, installing the steel sleeve in blocks and adjusting the position, and then installing a reaction frame and a transverse support;
s5, assembling and debugging the shield tunneling machine, and installing a negative ring pipe piece: according to the limitation of an originating site, adopting a split originating or integral originating mode, and assembling and debugging the shield machine after determining; when the negative ring pipe piece is installed, the installation precision is adjusted, and the axis of the negative ring pipe piece is consistent with the axis of the reference ring;
s6, removing the underground diaphragm wall of the shield well and backfilling concrete: removing and recovering the underground continuous wall in sections, and simultaneously performing concrete backfilling engineering on the position of a gap generated by removing the underground continuous wall; the concrete is high-fluidity super early-strength concrete;
s7, removing the template system within the range of the shield well door; when the shield machine starts, the strength of concrete backfilled at the underground continuous wall position in the tunnel portal range by the template system in the tunnel portal range reaches 100%, and the template system is disassembled after assembling of the negative ring pipe sheets; when the shield machine receives the concrete, the template system in the tunnel portal range is dismantled after the strength of the concrete backfilled at the underground continuous wall position in the tunnel portal range reaches 100%;
s8, pushing the shield tunneling machine to the starting end wall;
s9, filling gaps among the steel sleeves; mounting an upper end cover of the steel sleeve after the template system is dismantled, filling gaps among the steel sleeves, and then performing a closed steel sleeve pressure maintaining test;
s10, starting the shield tunneling machine; carrying out initial measurement work, initial tunneling parameter control and initial starting of the shield machine;
s11, before the shield machine receives the data, the construction operation of the receiving position is carried out; the front construction work steps are S1, S2, S3, S4, S6, S7 and S9;
s12, receiving by the shield machine; and after the early-stage operation of receiving by the shield machine is completed, receiving the shield machine according to the construction requirements.
2. The method of launching and receiving a shield machine using a retrievable underground diaphragm wall and steel casing according to claim 1, wherein: in step S1, before the construction of the shield well underground continuous wall, the soil mass outside the shield well underground continuous wall is reinforced by adopting a method which accords with the soil property conditions of the construction position, the reinforcing ranges are 6m respectively from the upper part, the lower part, the left part and the right part of the central line of the tunnel, and the reinforcing ranges are 2m along the tunnel direction.
3. The method of launching and receiving a shield machine using a retrievable underground diaphragm wall and steel casing according to claim 1, wherein: in step S5, after the lower half of the steel sleeve is installed, the main machine of the shield machine is installed, then the upper half of the steel sleeve is installed, and then the negative ring duct piece is pushed backward to the position of the reaction frame and is tightly attached to the reaction frame.
4. The method of launching and receiving a shield machine using a retrievable underground diaphragm wall and steel casing according to claim 1, wherein: in step S8, when the shield machine starts, after the template system in the tunnel portal range is removed, the shield machine is immediately pushed to the position of the shield starting end wall, and the upper end cover of the steel sleeve is installed.
5. The method of launching and receiving a shield machine using a retrievable underground diaphragm wall and steel casing according to claim 1, wherein: in step S9, when the shield machine starts, the mud sand is used for filling the gap between the steel sleeve and the shield machine, and a pressure maintaining test is carried out after the filling is finished; and when the shield machine receives the slurry, filling gaps among the steel sleeves with the sand, performing a pressure maintaining test after the filling is finished, and waiting for the arrival of the shield machine.
6. The method of launching and receiving a shield machine using a retrievable underground diaphragm wall and steel casing according to claim 5, wherein: in step S9, when the shield starts to perform a pressure maintaining test after the sealed steel sleeves are filled, and when the pressure maintaining effect cannot meet the construction requirements, grouting and plugging are performed on the gap between the sealed steel sleeves.
CN201811279721.5A 2018-10-30 2018-10-30 Method for launching and receiving shield tunneling machine by utilizing recyclable underground continuous wall and steel sleeve CN109356596B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109899073A (en) * 2019-03-19 2019-06-18 上海城建市政工程(集团)有限公司 A kind of shield launching method
CN110145319B (en) * 2019-05-31 2020-02-21 粤水电轨道交通建设有限公司 Shield receiving method for quickly recharging mud into steel sleeve by using circulation pressure maintaining system
CN110424983B (en) * 2019-08-09 2020-11-03 中建八局轨道交通建设有限公司 Force unloading device convenient for dismounting negative ring pipe piece and dismounting method thereof

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CN108533278A (en) * 2018-04-17 2018-09-14 中启胶建集团有限公司 Major diameter slurry shield earthing balances Integrated Receiver construction under the operating mode of complex environment highly permeable stratum

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