CN116624183A - Deformation control construction method for operation tunnel - Google Patents
Deformation control construction method for operation tunnel Download PDFInfo
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- CN116624183A CN116624183A CN202310814546.XA CN202310814546A CN116624183A CN 116624183 A CN116624183 A CN 116624183A CN 202310814546 A CN202310814546 A CN 202310814546A CN 116624183 A CN116624183 A CN 116624183A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The application provides an operation tunnel deformation control construction method, which comprises the following steps: grouting and reinforcing the stratum around the open cut foundation pit: performing high-pressure jet grouting on an outer soft soil layer of the open cut foundation pit, and performing jet grouting reinforcement on the preset distance from the bottom of the open cut foundation pit to the upper part of the existing tunnel by adopting an MJS; and (3) steel ring installation is carried out on the shield tunnel segment: installing a steel ring after pipeline rearrangement, tunnel leakage water treatment and crack repair treatment, performing epoxy resin injection on the steel ring, and spraying an anti-corrosion coating on the steel ring; and monitoring and measuring the existing tunnel. By the method, the influence of open excavation construction of the newly-built subway line on the operated subway shield section is reduced, the stratum stability is improved, the rigidity of the shield tunnel segment is improved, segment deformation caused by construction is reduced, the joint reinforcement of the stratum and the shield tunnel segment is realized, and the construction safety of the tunnel crossing the area and the normal and safe operation of the existing subway line are ensured.
Description
Technical Field
The application relates to the technical field of tunnel engineering construction, in particular to an operation tunnel deformation control construction method.
Background
With the development of urban rail transit access networks, underground railway lines are more and more, different subway lines are inevitably staggered together, a new subway line is constructed, and particularly when an open-cut tunnel foundation pit is excavated by a nearby operating tunnel, the stratum and nearby underground line sections which are already built and operated are influenced, so that shield tunnel segments of the tunnel are deformed and internal force is changed, even the segments are cracked to a certain extent, cracks, water seepage, tunnel deformation and the like are caused, and then the normal use of the shield tunnel sections and the driving safety of subways are influenced.
At present, in order to reduce the influence of the construction of a newly built subway tunnel close-up operation subway tunnel, especially when the newly built subway open cut foundation pit is excavated by a small clear distance close-up operation subway tunnel, because the distance between the newly built subway tunnel and the open cut foundation pit is close, the excavation quantity of the open cut foundation pit is large generally, and the unloading effect of the open cut foundation pit can have a larger influence on the tunnel in the underground operation subway shield section. The rock clamping between the newly-built tunnel open cut foundation pit and the operation tunnel is a medium for transferring load and deformation, the stability and rigidity of the rock clamping are required to be ensured in the construction process, the influence on the operation tunnel below is reduced as much as possible, and the subway operation safety is ensured.
Disclosure of Invention
Based on the above, the application aims to provide an operation tunnel deformation control construction method so as to solve the defects in the prior art.
In order to achieve the above object, the present application provides a construction method for controlling deformation of an operation tunnel, the method comprising:
grouting and reinforcing the stratum around the open cut foundation pit: performing triple pipe high-pressure jet grouting on an outer soft soil layer of the open cut foundation pit, and performing MJS jet grouting reinforcement on a preset distance from the pit bottom of the open cut foundation pit to the upper part of an existing tunnel, wherein a pit bottom reinforcement body and a side wall reinforcement body are connected into a whole, the open cut foundation pit is positioned above the existing tunnel, and the existing tunnel comprises a plurality of shield tunnel segments;
and (3) steel ring installation is carried out on the shield tunnel segment: installing a steel ring after pipeline rearrangement, tunnel leakage water treatment and crack repair treatment, performing injection operation of epoxy resin on the steel ring, and spraying an anti-corrosion coating on the steel ring after the injection operation is completed;
monitoring and measuring the existing tunnel: in the steel ring reinforcement construction stage, each steel ring in the reinforcement range is automatically monitored, wherein the two sides of the reinforcement range extend for a first preset distance respectively, a monitoring end face is arranged at intervals of a first preset distance, and at least 5 monitoring points are arranged on each monitoring section.
The beneficial effects of the application are as follows: through carrying out high-pressure jet grouting and MJS jet grouting reinforcement to the stratum around the open cut foundation pit, the influence of the open cut construction of the newly constructed subway line on the operated subway shield section is reduced, the stability of the stratum is improved, meanwhile, the shield tunnel duct piece is reinforced by utilizing the steel ring, the rigidity of the shield tunnel duct piece is improved, the duct piece deformation caused by construction is reduced, the joint reinforcement of the stratum and the shield tunnel duct piece is finally realized, and the construction safety of the tunnel passing through the area and the normal safe operation of the existing subway line are ensured.
Preferably, before the preset distance from the bottom of the open cut foundation pit to the upper side of the existing tunnel is reinforced by adopting MJS rotary jetting, the method further includes:
and digging grooves according to the design intersection requirements to expose the underground pipelines below, and carrying out corresponding protection work on the underground pipelines of different types.
Preferably, the step of reinforcing the existing tunnel by adopting MJS rotary spraying at a preset distance from the bottom of the open cut foundation pit to the top of the existing tunnel includes:
performing in-situ pile test by a pre-construction method to determine the diameter of a pile, and drilling a preparation hole with a preset diameter on the ground, wherein the preset diameter is the same as the diameter of the pile;
the drill rod of the pile driver is driven to rotate by the power source, so that the drill rod drives the drill bit to drill into soil along the preparation hole;
when the drill bit reaches a preset depth, high-pressure water cutting and drill bit jetting pile forming operation are alternately performed, a reflux gas and a reflux high-pressure pump are started in the process to confirm that the slurry discharge is normal, a slurry discharge valve is opened to discharge slurry, the slurry suction amount is monitored through a stratum pressure detection device, and a high-pressure cement slurry pump and a main air compressor are started until the whole pile jetting is finished.
Preferably, the step of opening the mud discharging valve to discharge mud includes:
and the slurry sucked out by the pouring and sucking device is conveyed into a temporary slurry pool through a slurry returning pipe, the slurry in the slurry pool is conveyed to a slurry treatment system by a high-pressure pump, and the slurry treatment system is used for carrying out screening and filter pressing operation on the slurry.
Preferably, the pipeline rearrangement process includes:
and (3) arranging the related pipelines in the reinforcing range, wherein the clear distance between each pipeline after arranging and the shield tunnel segment is not less than 15cm, and the layering height of each pipeline is not more than 70cm.
Preferably, the crack repairing process includes:
when the width of the crack is smaller than 0.2mm, coating epoxy slurry on the surface of the crack for sealing treatment;
and when the width of the crack is not smaller than 0.2mm, coating epoxy cement on the surface of the crack for sealing treatment, and grouting to fill the crack.
Preferably, the crack repairing process further includes:
and drilling grouting holes with a second preset interval of 250-350 mm along the crack development direction, inserting grouting pipes with the diameter of 8-14 mm into the grouting holes, sealing the periphery of the grouting pipes and the surfaces of the cracks by epoxy cement, and injecting rigid epoxy resin through the grouting pipes so as to strengthen the cracks.
Preferably, the tunnel leakage water treatment includes:
vertical drilling is preferably performed at the positions of the longitudinal seam and the circular seam, which are not exuded by the clear water, around the leaking position until the sealing strip or the elastic sealing gasket is contacted, the drilling is stopped, a blocking hole is obtained, and then a slurry blocking point formed by polyurethane grouting materials is formed in the blocking hole;
embedding a grouting nozzle by utilizing quick-setting polymer mortar in the area surrounded by the slurry blocking points, blocking joints by utilizing epoxy cement, and injecting elastic epoxy resin slurry by pressing;
and grouting water stopping is adopted for circumferential seams and longitudinal seams with bright water seepage around the seepage part, and filling sealing treatment is adopted for wet seams without bright water.
Preferably, the step of installing and welding the steel ring comprises:
dust removal and cleaning are carried out on all shield tunnel segments in the reinforcement range;
adopting a steel ring with a preset size, and positioning the steel ring by using a mechanical arm;
arranging the steel ring in the middle of the shield tunnel segment in a non-circular seam riding mode, and filling a gap between the steel ring and the shield tunnel segment through rigid epoxy slurry;
after the bolts are used for pre-fixing, the manual point time is used for the supplementary installation of the chemical anchor bolts;
and welding and fixing the two adjacent steel rings by adopting at least 8 steel plates with preset sizes, wherein the steel plates are spliced by adopting groove welding.
Preferably, the method further comprises:
and cleaning sundries and accumulated water in gaps generated at the joint positions of two sides of the concrete ballast bed and the shield tunnel segment after flattening the segment in advance, and grouting the gaps by adopting rigid epoxy resin.
Additional aspects and advantages of the application will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the application.
Drawings
Fig. 1 is a flowchart of an operation tunnel deformation control construction method provided by an embodiment of the present application;
FIG. 2 is a schematic diagram of grouting reinforcement of a surrounding stratum of an open cut foundation pit according to an embodiment of the present application;
fig. 3 is a schematic diagram of steel ring installation of a shield tunnel segment according to an embodiment of the present application;
FIG. 4 is a schematic illustration of a chemical anchor connection according to an embodiment of the present application;
fig. 5 is a schematic structural view of a steel ring longitudinal connection according to an embodiment of the present application.
Description of main reference numerals:
| shield tunnel | 10 | Steel ring | 20 |
| Shield tunnel segment | 11 | Steel plate | 30 |
| Pit bottom reinforcement | 12 | Chemical anchor bolt | 40 |
| Sidewall reinforcement | 13 |
The application will be further described in the following detailed description in conjunction with the above-described figures.
Detailed Description
In order that the application may be readily understood, a more complete description of the application will be rendered by reference to the appended drawings. Several embodiments of the application are presented in the figures. This application may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
It will be understood that when an element is referred to as being "mounted" on another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "left," "right," and the like are used herein for illustrative purposes only.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used herein in the description of the application is for the purpose of describing particular embodiments only and is not intended to be limiting of the application. The term "and/or" as used herein includes any and all combinations of one or more of the associated listed items.
Referring to fig. 1 to 5, the method for controlling deformation of an operation tunnel according to an embodiment of the present application includes the following steps:
step S101, grouting reinforcement is carried out on stratum around the open cut foundation pit: performing triple pipe high-pressure jet grouting on an outer soft soil layer of the open cut foundation pit, and performing MJS jet grouting reinforcement on a preset distance from the pit bottom of the open cut foundation pit to the upper part of an existing tunnel, wherein a pit bottom reinforcement body and a side wall reinforcement body are connected into a whole, the open cut foundation pit is positioned above the existing tunnel, and the existing tunnel comprises a plurality of shield tunnel segments;
the existing tunnel is a shield tunneling existing tunnel (called shield tunnel 10 for short), triple-pipe high-pressure jet grouting is conducted on an outer soft soil layer of the open cut foundation pit to form a pit bottom reinforcement, and MJS jet grouting is adopted to reinforce a preset distance from the pit bottom of the open cut foundation pit to the upper portion of the existing tunnel to form the side wall reinforcement.
The construction process for reinforcing the stratum is as follows:
performing impurity filling, silt and soft plastic powder clay layer on the outer side of the open cut foundation pitForming a pile by triple pipe high-pressure jet grouting for reinforcement, wherein the reinforcement thickness is 3m; the pit bottom is reinforced by MJS jet grouting to 1m on the top of the existing tunnel 3, and a pit bottom reinforcing body and a side wall reinforcing body are connected into a whole;
the MJS construction process is as follows:
1. the preparation work is as follows
(1) Before the formal construction of the MJS construction method, the breaking work is carried out on the hardened ground in the lofting calibration range, a groove is dug according to the design intersection requirement, the underground pipeline below the groove is exposed, different protection works are carried out on different types of pipelines, and the damage of the pipelines caused by construction disturbance in the construction process is avoided.
(2) And (3) carrying out site leveling work, carrying out engineering lofting on the leveled site according to the related drawing, and simultaneously keeping the roads inside and outside the site clean.
2. Soil cutting, slurry spraying and pile making
(1) In order to ensure construction quality and design pile diameter, in-situ pile test is performed first. The test pile is constructed by adopting a prior construction method, namely, after the drill bit of MJS construction equipment reaches the depth of the designed pile, the drill bit is firstly precut by high-pressure water, after precutting for 1m, the drill bit is lowered again to the depth of the designed pile, the construction is carried out according to a normal construction flow after the drill bit reaches the depth of the designed pile, the construction is stopped after the normal construction for 1m, then the high-pressure water is started, precutting is carried out again, after the cutting for 1m, the drill bit is lowered again to a position where the spraying is stopped, then the normal construction flow is started, and after the construction for 1m, the construction flow is repeated again until the pile length reaches the design requirement. After the trial is completed, the core is taken to confirm the pile diameter.
(2) In order to ensure pile forming quality and pile forming efficiency, an engineering geological drilling machine is adopted to drill a hole with the diameter of 220mm on the ground in advance, the hole is used as a rotary spraying operation platform, after the pile machine is in place, pressure display checking is carried out, the sealing condition of a drill rod and a drill bit is carefully checked, a power head rotates for one circle, and the drill rod drills into soil.
(3) After the drill bit reaches a preset depth, high-pressure water cutting and drill bit injection pile forming are alternately performed, a reflux gas and a reflux high-pressure pump are started in the process, after the normal slurry discharge is confirmed, a slurry discharge valve is opened, the slurry suction quantity is monitored through a stratum pressure monitoring device, excessive slurry suction is prevented, and a high-pressure cement slurry pump and a main air compressor are started until the whole pile injection is finished.
3. Cleaning and maintenance
And (3) after the construction is finished, lifting and disassembling the drill rod, and cleaning and maintaining.
4. Slurry treatment
During construction, the sucked mud is fed into a temporary mud pit through a mud return pipe, and then pumped into a mud treatment system from the mud pit by a high-pressure pump for mud treatment in two aspects of screening and filter pressing.
(1) Screening treatment: and (3) sieving out all the particles with the particle size larger than 1mm, and airing the slag after vibration screening and dehydration.
(2) And carrying out filter pressing treatment on the residual slurry after screening, and removing most of solid-phase particles in the slurry, wherein muddy water is shunted, water enters an automatic slurry mixing system to continuously mix the slurry, mud blocks enter a soil storage yard, and loading and unloading are carried out at night.
Step S102, installing the steel ring 20 on the shield tunnel segment 11: installing a steel ring 20 after pipeline rearrangement, tunnel leakage water treatment and crack repair treatment, performing injection operation of epoxy resin on the steel ring 20, and spraying an anti-corrosion coating on the steel ring 20 after the injection operation is completed;
the preliminary preparation work of the installation steel ring 20 is as follows:
the shield tunnel segment 11 adopts a whole ring reinforcing mode, the ring width of the steel ring 20 is 1200mm, each steel ring 20 is divided into 5 blocks to be manufactured, the steel ring 20 is required to be subjected to on-site lofting and determined in advance so as to ensure the fit between the steel ring 20 and the inner wall of the shield tunnel segment 11, corresponding grouting holes are reserved in the steel ring 20, and after the steel ring 20 is installed, the residual gap between the steel ring 20 and the shield tunnel segment 11 is filled with rigid epoxy slurry.
Step S103, performing monitoring measurement on the existing tunnel: in the reinforcing construction stage of the steel ring 20, each steel ring 20 in the reinforcing range is automatically monitored, wherein the two sides of the reinforcing range extend for a first preset distance respectively, a monitoring end face is arranged at intervals of a first preset distance, and at least 5 monitoring points are arranged on each monitoring section.
Wherein, the monitoring measurement in the tunnel is carried out during the reinforcing construction of the steel ring 20, and the basic monitoring items are as follows: 1) Settling the tunnel structure; 2) Settling a tunnel ballast bed; 3) Settling a tunnel vault; 4) Converging in the tunnel hole; 5) The tunnel is laterally displaced.
In the reinforcing construction period of the steel ring 20, each steel ring 20 in the reinforcing range is automatically monitored, 20 meters extending from two sides of the reinforcing range are respectively arranged, a monitoring section is arranged every 5 meters, 5 monitoring points are arranged on each monitoring section, wherein the number of ballast beds is 2, the number of side walls is 2, and the number of vaults is 1.
Through the steps, high-pressure jet grouting and MJS jet grouting reinforcement are carried out on the stratum around the open cut foundation pit, the influence of open cut construction of a newly constructed subway line on an operated subway shield section passing through the open cut construction is reduced, the stability of the stratum is improved, meanwhile, the steel ring 20 is utilized to reinforce the shield tunnel segment 11, the rigidity of the shield tunnel segment 11 is improved, the segment deformation caused by construction is reduced, the joint reinforcement of the stratum and the shield tunnel segment 11 is finally realized, and the construction safety of the tunnel passing through the area and the normal safe operation of the existing subway line are ensured.
In some of these embodiments, prior to the MJS rotary jetting reinforcement of the open cut foundation pit to a predetermined distance above the existing tunnel, the method further comprises:
and digging grooves according to the design intersection requirements to expose the underground pipelines below, and carrying out corresponding protection work on the underground pipelines of different types.
Wherein, carry out different protection works to the pipeline different grade type, ensure that the construction disturbance can not cause the destruction of pipeline in the work progress.
In some embodiments, the step of reinforcing the open cut foundation pit with MJS rotary jetting at a predetermined distance above the existing tunnel includes:
performing in-situ pile test by a pre-construction method to determine the diameter of a pile, and drilling a preparation hole with a preset diameter on the ground, wherein the preset diameter is the same as the diameter of the pile;
wherein, in order to ensure construction quality and design pile diameter, in-situ test pile is firstly carried out. The test pile is constructed by adopting a prior construction method, namely, after the drill bit of MJS construction equipment reaches the depth of the designed pile, the drill bit is firstly precut by high-pressure water, after precutting for 1m, the drill bit is lowered again to the depth of the designed pile, the construction is carried out according to a normal construction flow after the drill bit reaches the depth of the designed pile, the construction is stopped after the normal construction for 1m, then the high-pressure water is started, precutting is carried out again, after the cutting for 1m, the drill bit is lowered again to a position where the spraying is stopped, then the normal construction flow is started, and after the construction for 1m, the construction flow is repeated again until the pile length reaches the design requirement. After the trial is completed, the core is taken to confirm the pile diameter.
The drill rod of the pile driver is driven to rotate by the power source, so that the drill rod drives the drill bit to drill into soil along the preparation hole;
in order to ensure pile forming quality and pile forming efficiency, an engineering geological drilling machine is adopted to drill a hole with the diameter of 220mm on the ground in advance, the hole is used as a rotary spraying operation platform, after the pile machine is in place, pressure display checking is carried out, sealing conditions of a drill rod and a drill bit are carefully checked, a power source rotates for one circle, and the drill rod drives the drill bit to drill into soil along the prepared hole.
When the drill bit reaches a preset depth, high-pressure water cutting and drill bit jetting pile forming operation are alternately performed, a reflux gas and a reflux high-pressure pump are started in the process to confirm that the slurry discharge is normal, a slurry discharge valve is opened to discharge slurry, the slurry suction amount is monitored through a stratum pressure detection device, and a high-pressure cement slurry pump and a main air compressor are started until the whole pile jetting is finished.
After the drill bit reaches a preset depth, high-pressure water cutting and drill bit injection pile forming are alternately performed, a return air and a return high-pressure pump are started in the process, after the normal slurry discharge is confirmed, a slurry discharge valve is opened, the slurry suction quantity is monitored through a stratum pressure monitoring device, excessive slurry suction is prevented, and a high-pressure cement slurry pump and a main air compressor are started until the whole pile injection is finished.
In some of these embodiments, the step of opening the mud discharge valve to discharge mud includes:
and the slurry sucked out by the pouring and sucking device is conveyed into a temporary slurry pool through a slurry returning pipe, the slurry in the slurry pool is conveyed to a slurry treatment system by a high-pressure pump, and the slurry treatment system is used for carrying out screening and filter pressing operation on the slurry.
Wherein, screening treatment is: sieving out all particles with the particle size of more than 1mm, and airing slag after vibration sieving and dehydration; and carrying out filter pressing treatment on the residual slurry after sieving, and removing most of solid phase particles in the slurry. Mud water is split, water enters an automatic slurry mixing system to continuously mix slurry, mud blocks enter a soil storage yard, and the soil is loaded and discharged at night.
In some of these embodiments, the pipeline shuffling process comprises:
and (3) arranging the related pipelines in the reinforcing range, wherein the clear distance between each pipeline after arranging and the shield tunnel segment 11 is not less than 15cm, and the layering height of each pipeline is not more than 70cm.
The method comprises the steps of finishing a series of preparation works before construction such as various pipelines are rearranged, temporary electric lines are paved, and the like, relating to waveguides for pipelines which do not need to be rearranged, and strictly prohibiting constructors from trampling or piling objects on the surfaces of the pipelines in the construction process. Meanwhile, when grouting or painting operation is carried out, the ground and the pipeline are covered, so that pollution is prevented.
In some of these embodiments, the fracture repair process comprises:
when the width of the crack is smaller than 0.2mm, coating epoxy slurry on the surface of the crack for sealing treatment;
and when the width of the crack is not smaller than 0.2mm, coating epoxy cement on the surface of the crack for sealing treatment, and grouting to fill the crack.
The method comprises the steps that a shield tunnel segment 11 is subjected to damage repair treatment before construction, the damaged segment part is divided into 3 segments according to the actual condition in a tunnel, the segments are respectively in a tunnel vault 100 DEG range and a tunnel two-waist 85 DEG range, repair measures are respectively considered for different parts, and the shield tunnel segment 11 repair treatment comprises one type of repair construction, two types of repair construction and three types of repair construction;
the method specifically comprises the following repair construction steps: (1) firstly, knocking out concrete fragments which are not dropped or cracked at the cracked part; (2) a 10mm drill bit is adopted to drill holes upwards along an angle of about 30 degrees at the breaking position of the shield tunnel segment 11, the drilling depth is about 5cm, and the hole-to-hole distance is about 20 cm-25 cm; (3) removing surface scraps, and planting steel bars; (4) coating an interfacial agent on the damaged surface; (5) a steel wire mesh (phi 1mm, grid 2cm x 2 cm) is applied to the inner layer of the damaged part for reinforcement, and the steel bars are connected with the net sheet by tie wires; (6) filling the epoxy mortar for repairing.
And II, repairing and constructing: (1) firstly, knocking out concrete fragments which are not dropped or cracked at the cracked part; (2) a 10mm drill bit is adopted to drill holes upwards along an angle of about 30 degrees at the breaking position of the shield tunnel segment 11, the drilling depth is about 5cm, and the hole-to-hole distance is about 20 cm-25 cm; (3) removing surface scraps, and planting steel bars; (4) coating an interfacial agent on the damaged surface; (5) filling the epoxy mortar for repairing.
Three types of repairing construction steps: (1) firstly, knocking out concrete fragments which are not dropped or cracked at the cracked part; (2) removing surface scraps, and coating an interfacial agent on the damaged surface; (3) filling the epoxy mortar for repairing.
It should be noted that, the filling material of the damaged part of the shield tunnel segment 11 adopts epoxy mortar, the epoxy mortar is required to reach higher strength in a short time, and the performance indexes refer to the following standards: 2h is more than or equal to 20Mpa;1d is more than or equal to 30Mpa;3d is more than or equal to 40Mpa;7d is more than or equal to 45Mpa;28d is more than or equal to 50Mpa.
In some of these embodiments, the crack-repair process further comprises:
and drilling grouting holes with a second preset interval of 250-350 mm along the crack development direction, inserting grouting pipes with the diameter of 8-14 mm into the grouting holes, sealing the periphery of the grouting pipes and the surfaces of the cracks by epoxy cement, and injecting rigid epoxy resin through the grouting pipes so as to strengthen the cracks.
In some of these embodiments, the tunnel water leakage management comprises:
vertical drilling is preferably performed at the positions of the longitudinal seam and the circular seam, which are not exuded by the clear water, around the leaking position until the sealing strip or the elastic sealing gasket is contacted, the drilling is stopped, a blocking hole is obtained, and then a slurry blocking point formed by polyurethane grouting materials is formed in the blocking hole;
embedding a grouting nozzle by utilizing quick-setting polymer mortar in the area surrounded by the slurry blocking points, blocking joints by utilizing epoxy cement, and injecting elastic epoxy resin slurry by pressing;
and grouting water stopping is adopted for circumferential seams and longitudinal seams with bright water seepage around the seepage part, and filling sealing treatment is adopted for wet seams without bright water.
In the process of tunnel leakage water treatment, the following needs to be noted: before grouting and water stopping, vertical drilling is carried out on the joint of the longitudinal joint and the circular joint around the leakage part without leakage of clear water to the position of the water-swelling water stopping strip or the elastic sealing gasket, and a slurry blocking point formed by polyurethane grouting material is formed in the hole. Then, preferably embedding a grouting nozzle in a region surrounded by slurry blocking points by using a quick setting polymer mortar and other joints, blocking the joints by using epoxy cement, and injecting elastic epoxy resin slurry by pressing; the interval between grouting nozzles is not more than 100mm, the grouting pressure is not more than 0.3Mpa, the treatment range is preferably 1 ring in front and back with the leakage joint as the center. The caulking range is a circular seam and a longitudinal seam which are respectively within 22.5 degrees of the two sides of the vertical axis of the tunnel.
It should be noted that, the screw hole that has also had to be sealed has failed should be reinstalled or change the screw sealing washer that accords with the design requirement to fastening bolt, when infiltration in the screw, should bore inclined hole to screw injection epoxy grouting material stagnant water, and seal and fastening bolt according to the regulation.
In some of these embodiments, the step of installing and welding the steel ring 20 includes:
dust removal and cleaning are carried out on all shield tunnel segments 11 in the reinforcement range;
all shield tunnel segments 11 in the construction range need to be dedusted and cleaned, so that the radian of the shield tunnel segments 11 is smooth and no water leakage exists, and particularly, the height unevenness and calcification generated after the original shield tunnel segments 11 perform plugging work are treated.
Adopting a steel ring 20 with a preset size, and positioning the steel ring 20 by using a mechanical arm;
arranging the steel ring 20 in the middle of the shield tunnel segment 11 in a non-circular seam riding mode, and filling a gap between the steel ring 20 and the shield tunnel segment 11 through rigid epoxy slurry;
when the steel ring 20 at the concrete track bed is installed, the gap between the steel ring 20 and the shield tunnel segment 11 is filled with rigid epoxy slurry, and hand holes in the coverage area of the steel ring 20 are filled with sulfoaluminate super-early strength (micro-expansion) cement.
It should be noted that, the steel ring 20 is composed of 5 annular steel plates, and the principle of dividing the steel ring 20 into 5 blocks is as follows:
1) Considering the overall stress effect, the number of blocks should be as small as possible, and the joint avoids the longitudinal joint position of the duct piece;
2) Considering installation and welding safety, the blocking position opens the pipeline and the bracket as recently as possible;
3) The theoretical grabbing weight of the manipulator and the convenience in installation are considered, and the single block cannot be too large.
The width of the steel ring 20 is 1200mm, the thickness is 20mm, a whole ring reinforcing mode is adopted, the ring width is 1200mm, each steel ring 20 is divided into 5 blocks to be manufactured, the steel ring 20 is required to be subjected to site lofting and determination in advance, the bonding between the steel ring 20 and the inner wall of the shield tunnel segment 11 is ensured, after the steel ring 20 is installed, the edge of the steel ring 20 is subjected to epoxy cement sealing joint treatment, and then rigid epoxy slurry is filled between the steel ring 20 and the concrete segment.
After the bolts are used for pre-fixing, the manual point time is used for repairing and installing the chemical anchor bolts 40;
the specific steps for fixing the steel ring 20 are as follows:
(1) before the steel ring 20 is installed, the M16 chemical anchor bolts 40 are required to be laid out, spotted and drilled on the shield tunnel segment 11, and hole sites are reserved on the ring plate 5 according to the corresponding positions of the M16 chemical anchor bolts 40; m16 chemical anchor bolts 40 are implanted 160mm into the shield tunnel segment 11;
(2) immediately after the steel ring 20 is in place, the steel ring 20 is fastened, and temporary fastening is performed by using the M16 chemical anchor 40. The subsequent reinstallation of the M16 chemical anchor 40 is performed using the manual spot time. The main rib, segment joints and pipelines of the shield tunnel segment 11 are required to be avoided;
(3) the burying of the M16 chemical anchor bolts 40 is sequentially carried out in a hole arrangement mode;
(4) it is required to ensure that the steel ring 20 installed during the construction time is all completed for the fixing operation on the same day.
And adopting 8 steel plates 30 with preset sizes to weld and fix two adjacent steel rings 20, wherein groove welding is adopted for splicing the steel plates 30.
Wherein the width in the preset dimension is 20cm.
In some of these embodiments, after the step of installing the steel ring 20, the method further comprises:
and (3) performing rust and corrosion prevention treatment and insulation treatment on the inner lining of the steel ring 20.
The rust-proof and corrosion-proof treatment and the insulation treatment are as follows:
the steel ring 20 is corrosion-resistant with spray polyurea. The steel surface is required to be subjected to sand blasting or shot blasting Sa21/2 level, the primer and the intermediate paint adopt inorganic zinc-rich primer 2 times and epoxy intermediate paint 2-3 times (75-100 μm) + (75-125 μm), the finish paint adopts aliphatic polyurethane finish paint 2 times (50 μm), the surface roughness Rz is 40-70 μm, and the paint spraying interval of each time is 2-4h. If the surface is treated for three hours, the corrosion prevention construction and rust returning phenomenon are carried out, and the surface is sandblasted to the specified standard of the photo. Before sand blasting, burrs, protrusions and flash on the surface of the steel ring 20 are polished and removed using a grinding wheel.
After the rust prevention and corrosion prevention treatment and the insulation treatment are completed, the track bed is restored according to the design requirements, and the restoration is performed on the principle of ensuring the smooth line shape. After the tunnel reinforcement is completed, the rearranged pipelines are selectively recovered according to the specific conditions of the site, so that the subway operation safety and the normal operation of all pipeline equipment and facilities are ensured.
In some of these embodiments, the method further comprises:
and cleaning sundries and accumulated water in gaps generated at the joint positions of two sides of the concrete ballast bed and the shield tunnel segment 11 after flattening the sheet in advance, and grouting the gaps by adopting rigid epoxy resin.
Wherein, the grouting treatment operation is as follows:
1) Grouting material usage: the water is added according to the weight of the grouting material of 12-14 percent, the water temperature is preferably 5-40 ℃. The mechanical stirring time is generally 1-2 minutes; when manual stirring is adopted, 2/3 of the water consumption is added firstly to stir for 2 minutes, and then the rest water consumption is added to stir continuously until uniform.
2) Grouting sequence and pressure control: and a grouting pipe is inserted into a gap between the concrete track bed and the shield tunnel segment 11, grouting is performed from bottom to top until the gap is filled up to a discharge position, and the injection pressure is controlled within 0.3 MPa.
3) The mortar should be properly added with additives such as accelerator, water reducer, etc. to reduce the setting time of the mortar and enhance the fluidity thereof.
In some embodiments, the tunnel structure settlement, tunnel ballast bed settlement, tunnel vault settlement, tunnel hole inner convergence and tunnel lateral displacement are monitored and measured, and necessary manual inspection is performed on the basis of automatic monitoring work by combining deformation conditions, wherein the manual inspection is mainly based on the appearance of the tunnel structure.
It should be noted that the foregoing implementation process is only for illustrating the feasibility of the present application, but this does not represent that the operation tunnel deformation control construction method of the present application has only one implementation process, and instead, the operation tunnel deformation control construction method of the present application can be incorporated into the feasible embodiments of the present application as long as it can be implemented.
In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The foregoing examples illustrate only a few embodiments of the application and are described in detail herein without thereby limiting the scope of the application. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the application, which are all within the scope of the application. Accordingly, the scope of the application should be assessed as that of the appended claims.
Claims (10)
1. An operation tunnel deformation control construction method, which is characterized by comprising the following steps:
grouting and reinforcing the stratum around the open cut foundation pit: performing triple pipe high-pressure jet grouting on an outer soft soil layer of the open cut foundation pit, and performing MJS jet grouting reinforcement on a preset distance from the pit bottom of the open cut foundation pit to the upper part of an existing tunnel, wherein a pit bottom reinforcement body and a side wall reinforcement body are connected into a whole, the open cut foundation pit is positioned above the existing tunnel, and the existing tunnel comprises a plurality of shield tunnel segments;
and (3) steel ring installation is carried out on the shield tunnel segment: installing a steel ring after pipeline rearrangement, tunnel leakage water treatment and crack repair treatment, performing injection operation of epoxy resin on the steel ring, and spraying an anti-corrosion coating on the steel ring after the injection operation is completed;
monitoring and measuring the existing tunnel: in the steel ring reinforcement construction stage, each steel ring in the reinforcement range is automatically monitored, wherein the two sides of the reinforcement range extend for a first preset distance respectively, a monitoring end face is arranged at intervals of a first preset distance, and at least 5 monitoring points are arranged on each monitoring section.
2. The method for operating a tunnel deformation control construction according to claim 1, wherein before the pre-set distance from the bottom of the open cut foundation pit to the top of the existing tunnel is reinforced by MJS rotary-spray, the method further comprises:
and digging grooves according to the design intersection requirements to expose the underground pipelines below, and carrying out corresponding protection work on the underground pipelines of different types.
3. The method for constructing an operation tunnel according to claim 1, wherein the step of reinforcing the existing tunnel by MJS rotary jetting at a predetermined distance from the bottom of the open cut foundation pit to the upper side of the existing tunnel comprises:
performing in-situ pile test by a pre-construction method to determine the diameter of a pile, and drilling a preparation hole with a preset diameter on the ground, wherein the preset diameter is the same as the diameter of the pile;
the drill rod of the pile driver is driven to rotate by the power source, so that the drill rod drives the drill bit to drill into soil along the preparation hole;
when the drill bit reaches a preset depth, high-pressure water cutting and drill bit jetting pile forming operation are alternately performed, a reflux gas and a reflux high-pressure pump are started in the process to confirm that the slurry discharge is normal, a slurry discharge valve is opened to discharge slurry, the slurry suction amount is monitored through a stratum pressure detection device, and a high-pressure cement slurry pump and a main air compressor are started until the whole pile jetting is finished.
4. The method of construction for deformation control of an operational tunnel according to claim 3, wherein the step of opening the mud discharging valve to discharge mud comprises:
and the slurry sucked out by the pouring and sucking device is conveyed into a temporary slurry pool through a slurry returning pipe, the slurry in the slurry pool is conveyed to a slurry treatment system by a high-pressure pump, and the slurry treatment system is used for carrying out screening and filter pressing operation on the slurry.
5. The method for operating a tunnel deformation control construction according to claim 1, wherein the pipeline rearrangement processing comprises:
and (3) arranging the related pipelines in the reinforcing range, wherein the clear distance between each pipeline after arranging and the shield tunnel segment is not less than 15cm, and the layering height of each pipeline is not more than 70cm.
6. The operating tunnel deformation control construction method according to claim 1, wherein the crack repairing process includes:
when the width of the crack is smaller than 0.2mm, coating epoxy slurry on the surface of the crack for sealing treatment;
and when the width of the crack is not smaller than 0.2mm, coating epoxy cement on the surface of the crack for sealing treatment, and grouting to fill the crack.
7. The operating tunnel deformation control construction method according to claim 6, wherein the crack repairing process further comprises:
and drilling grouting holes with a second preset interval of 250-350 mm along the crack development direction, inserting grouting pipes with the diameter of 8-14 mm into the grouting holes, sealing the periphery of the grouting pipes and the surfaces of the cracks by epoxy cement, and injecting rigid epoxy resin through the grouting pipes so as to strengthen the cracks.
8. The method for operating a tunnel deformation control construction according to claim 1, wherein the tunnel leakage water treatment comprises:
vertical drilling is preferably performed at the positions of the longitudinal seam and the circular seam, which are not exuded by the clear water, around the leaking position until the sealing strip or the elastic sealing gasket is contacted, the drilling is stopped, a blocking hole is obtained, and then a slurry blocking point formed by polyurethane grouting materials is formed in the blocking hole;
embedding a grouting nozzle by utilizing quick-setting polymer mortar in the area surrounded by the slurry blocking points, blocking joints by utilizing epoxy cement, and injecting elastic epoxy resin slurry by pressing;
and grouting water stopping is adopted for circumferential seams and longitudinal seams with bright water seepage around the seepage part, and filling sealing treatment is adopted for wet seams without bright water.
9. The method of operation tunnel deformation control construction according to claim 1, wherein the step of installing and welding the steel ring comprises:
dust removal and cleaning are carried out on all shield tunnel segments in the reinforcement range;
adopting a steel ring with a preset size, and positioning the steel ring by using a mechanical arm;
arranging the steel ring in the middle of the shield tunnel segment in a non-circular seam riding mode, and filling a gap between the steel ring and the shield tunnel segment through rigid epoxy slurry;
after the bolts are used for pre-fixing, the manual point time is used for the supplementary installation of the chemical anchor bolts;
and welding and fixing the two adjacent steel rings by adopting at least 8 steel plates with preset sizes, wherein the steel plates are spliced by adopting groove welding.
10. The operating tunnel deformation control construction method according to claim 1, characterized in that the method further comprises:
and cleaning sundries and accumulated water in gaps generated at the joint positions of two sides of the concrete ballast bed and the shield tunnel segment after flattening the segment in advance, and grouting the gaps by adopting rigid epoxy resin.
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