CN112983441A - Construction method for super-close side-crossing existing operation subway line - Google Patents
Construction method for super-close side-crossing existing operation subway line Download PDFInfo
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- 238000011835 investigation Methods 0.000 claims description 2
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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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
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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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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C15/00—Surveying instruments or accessories not provided for in groups G01C1/00 - G01C13/00
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01F—MEASURING VOLUME, VOLUME FLOW, MASS FLOW OR LIQUID LEVEL; METERING BY VOLUME
- G01F23/00—Indicating or measuring liquid level or level of fluent solid material, e.g. indicating in terms of volume or indicating by means of an alarm
- G01F23/04—Indicating or measuring liquid level or level of fluent solid material, e.g. indicating in terms of volume or indicating by means of an alarm by dip members, e.g. dip-sticks
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
- G01L1/20—Measuring force or stress, in general by measuring variations in ohmic resistance of solid materials or of electrically-conductive fluids; by making use of electrokinetic cells, i.e. liquid-containing cells wherein an electrical potential is produced or varied upon the application of stress
- G01L1/22—Measuring force or stress, in general by measuring variations in ohmic resistance of solid materials or of electrically-conductive fluids; by making use of electrokinetic cells, i.e. liquid-containing cells wherein an electrical potential is produced or varied upon the application of stress using resistance strain gauges
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Abstract
The invention discloses a construction method for a super-close distance side-crossing existing operation subway line, and relates to the technical field of line construction. The invention comprises the following steps: making evidence preservation work, and making initial conditions of the tunnels in the sections of the existing subway tunnel; monitoring points are distributed on the existing subway tunnel; establishing an alarm value of a monitoring item; installing monitoring equipment in the subway tunnel; the shield machine starts to carry out tunneling work; grouting reinforcement in the reinforced tunnel during the passing period of the shield machine; ultra-close distance grouting; carrying out synchronous monitoring during the construction period of the shield machine; and (4) performing secondary grouting after the shield tunneling machine passes through the existing subway tunnel. The method adopts automatic monitoring, greatly simplifies the measuring procedure, lightens the workload of measuring personnel and accurately acquires the monitoring data in real time compared with the traditional monitoring method; the construction method greatly reduces the influence of shield construction on the existing operation line, reduces the settlement of surrounding buildings and ensures the safety of surrounding roads.
Description
Technical Field
The invention belongs to the technical field of line construction, and particularly relates to a construction method for an ultra-close distance side-through existing operation subway line.
Background
With the increasing development and improvement of urban rail transit in China, many urban subway grids are more and more dense and criss-cross, and a newly-built subway line inevitably overlaps with a line with larger passenger flow capacity of an existing operation railway line. More and more tunnel construction needs to pass through existing operation subway lines at a short distance or laterally. When a new tunnel is constructed, a proper construction method needs to be selected according to different geology and actual spatial relation, and proper stratum reinforcement and monitoring measures are matched, so that the new tunnel can be safely constructed under the condition that the operation of the existing subway line is not influenced.
The existing subway line construction method has the problems of low monitoring automation degree, unreliable construction quality and the like when the existing operation subway line is worn at an ultra-short distance side. .
Disclosure of Invention
The invention aims to provide a construction method for laterally penetrating existing operation subway lines at an ultra-short distance, which solves the existing problems: the monitoring automation degree is low, and the construction quality is unreliable.
In order to solve the technical problems, the invention is realized by the following technical scheme:
the invention relates to a construction method for a super-close distance side-crossing existing operation subway line, which comprises the following steps:
making evidence preservation work, and making initial conditions of the tunnels in the sections on the existing subway tunnel;
monitoring points are distributed on the existing subway tunnel;
establishing an alarm value of a monitoring item;
installing monitoring equipment in the subway tunnel;
the shield machine starts to carry out tunneling work;
grouting reinforcement in the reinforced tunnel during the passing period of the shield machine;
ultra-close distance grouting;
carrying out synchronous monitoring during the construction period of the shield machine;
and (4) performing secondary grouting after the shield tunneling machine passes through the existing subway tunnel.
Further preferably, the initial condition of the interval tunnel at least includes a crack condition, a slab staggering condition and a water seepage condition of the interval tunnel.
Further preferably, wherein the setting of the alarm value of the monitoring item mainly comprises:
the settlement control value of the interval tunnel is as follows: plus or minus 5 mm;
interval tunnel horizontal displacement control value: plus or minus 5 mm;
section tunnel floating control value: plus or minus 5 mm;
daily variation control value: plus or minus 1 mm/d;
when the monitored actual deformation value reaches 60% of the control value, a yellow early warning is sent out, the monitoring frequency of the tunnel is encrypted, and dynamic observation of the tunnel is enhanced;
when the actual deformation value of monitoring reaches 80% of the control index, sending out an orange early warning, enhancing observation and monitoring, immediately informing an operation department and related units of the subway to carry out negotiation and determination together, and executing after obtaining the agreement of design and construction units;
when the monitoring control index is reached, the observation and the monitoring are enhanced, an operation department and related units of the subway are immediately informed to carry out negotiation and determination, and the tunnel construction is stopped if necessary to carry out remediation work.
Further preferably, the monitoring equipment is a come TS series automatic total station.
Further preferably, wherein, the reinforcement of grouting in the hole during the passing of the shield machine mainly comprises:
controlling the grouting pressure to be 2.5-3 bar;
the actual grouting amount is 150-200% of the theoretical value.
Further preferably, the ultra-close-distance grouting mainly comprises the following steps:
injecting double-fluid slurry behind the shield tail;
grouting holes are added to the pipe piece penetrating through the soft soil layer, 20 grouting holes are added to each ring pipe piece, each ring has 26 grouting holes, and the grouting pipes are adopted
The wall thickness of the steel perforated pipe is 3.5 mm;
grouting pressure is 0.3-0.5 Mpa, and diffusion radius is not less than 0.7 m;
stirring the grouting slurry for not less than 3 min; when a high-speed stirrer is used, the stirring time is not less than 30 s.
Further preferably, wherein, synchronous monitoring is performed during the construction of the shield machine, the method mainly comprises:
the method comprises the following steps of ground settlement monitoring, ground building investigation and settlement monitoring, tunnel structure convergence deformation monitoring, underground displacement monitoring, duct piece internal force monitoring, stratum contact stress monitoring, underground water level monitoring and tunnel internal settlement monitoring.
Further preferably, the monitoring alarm value of the synchronous monitoring is:
surface sedimentation: the accumulated variation is between +10mm and-30 mm, and the daily variation is less than or equal to +/-3 mm
Settling the pipeline: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm
Settlement and displacement of the building structure: cumulative change is between +5mm and-15 mm, and daily variable is less than or equal to +/-2 mm
And (3) tunnel settlement: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm.
The invention has the following beneficial effects:
1. the construction method of the invention greatly reduces the influence of shield construction on the existing operation line, reduces the settlement of surrounding buildings, ensures the safety of surrounding roads and obtains great social and economic benefits.
2. The method adopts automatic monitoring, greatly simplifies the measuring procedure, lightens the workload of measuring personnel, accurately obtains the monitoring data in real time and obtains better technical benefit compared with the traditional monitoring method.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic view of the steps of the method of the present invention;
FIG. 2 is a schematic diagram of the point location layout of the interval cross section according to the present invention;
FIG. 3 is a schematic diagram of ultra-close-range grouting according to the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-3, the present invention is a construction method for ultra-short distance side-crossing of an existing subway line.
Specifically, the method comprises the following steps:
s1, automatic monitoring
S11, deploying monitoring range, project, construction period and frequency
An automatic monitoring system is adopted to provide the local range of the shield tunnel structure in the three-dimensional direction and the deformation monitoring data information of the whole tunnel in real time, and provide the monitoring data of whether the track deviates and whether the tunnel axis deviates;
monitoring the subway tunnel structure to master the deformation condition of the subway tunnel in the construction process;
the method has the advantages that the subway tunnel is monitored continuously and automatically in real time, monitored data are analyzed and information is fed back, the relation between stress and deformation of a tunnel structure in the foundation pit construction process is mastered, and the safety of the existing subway tunnel is guaranteed;
by monitoring the implementation of work, the change of the existing line tunnel structure shape and the condition of the ballast bed and the track after the side load change of the existing line is mastered, timely and reliable data and information are provided for a construction party and an operation party, the influence of subway adjacent project construction on the existing line structure and the track is evaluated, a basis is provided for timely judging the existing line structure safety and the operation safety condition, timely and accurate information is provided for possible accidents, the relevant parties have time to react, the occurrence of malignant accidents is avoided, and the safe operation of the existing line is ensured;
before the monitoring operation starts, initial current situations such as section tunnel cracks, slab staggering, water seepage and the like are made in relevant units, and evidence preservation work is made;
specifically, the monitoring items are shown in the following table:
existing operation subway line monitoring project summary table
The automatic monitoring of the subway operation line is generally carried out for 1 time/12 hours, and when the construction influence is large or the deformation exceeds 60 percent of a control value, the continuous monitoring is carried out for not less than 1 time/8 hours;
the total construction period is that monitoring points are embedded before tunneling, initial data are collected, the tunneling is continuously monitored for 2-3 months after passing, and the monitoring is stopped after the data are stable.
S12, monitoring item warning value
In the actual engineering monitoring, according to the objective environment of the actual condition of the specific early warning parameters and methods such as design calculation, corresponding warning indexes are determined in advance and then compared with the acquired measured values, so that whether the deformation or stress condition exceeds an allowable range or not is judged, and whether the engineering construction is safe and reliable or not is judged.
The construction method plans the following standards according to the characteristics of the subway tunnel and the whole track bed in a certain engineering design:
the settlement control value of the interval tunnel is as follows: plus or minus 5 mm;
interval tunnel horizontal displacement control value: plus or minus 5 mm;
section tunnel floating control value: plus or minus 5 mm;
daily variation control value: . + -. 1 mm/d.
When the monitored actual deformation value reaches 60% of the control value, a yellow early warning is sent out, the monitoring frequency of the tunnel is required to be encrypted, and dynamic observation of the tunnel is enhanced;
when the actual deformation value of the monitoring reaches 80% of the control index, an orange early warning is sent out, observation and monitoring are enhanced, an operation department and related units (construction, design, construction and supervision) of the subway are immediately informed to carry out negotiation and determination together, and the operation is executed after the design and the construction units agree; when the monitoring control index is reached, the observation and the monitoring are enhanced, the operation department and related units (construction, design, construction and supervision) of the subway are immediately informed to carry out negotiation and determination, the tunnel construction is stopped if necessary, and the remedial work is carried out
S13, monitoring equipment and point location plane arrangement
The project adopts a come TM50/TS50 (or TS series with equal precision) total station and matched hard software to realize automatic monitoring of subway tunnel deformation. The hardware equipment used mainly includes measuring robot, signal control and industrial computer.
A Lika TS series automatic total station, also called a measuring robot, has high precision and stable performance, is internally provided with an automatic target identification system, can automatically search targets, accurately aim at the targets, track the targets, automatically measure and automatically record data, completes the observation of a target point within a few seconds, continuously and repeatedly observes a plurality of targets like a robot, and has excellent performances of computer remote control and the like. The deformation monitoring is carried out by adopting the automatic subway structure deformation monitoring system, so that unattended operation and automatic monitoring and forecasting can be realized, and the full automation of deformation monitoring is realized. The method is convenient and accurate, and can reduce artificial observation errors in deformation observation in the traditional sense and data errors possibly caused in data compilation analysis.
And a measuring robot and a measuring point are specifically arranged in the full-length range of the monitored tunnel according to the actual situation.
Reference point: the number of the reference points of the left line and the right line is 8 respectively, 2 are in the direction of the large mileage far away from the deformation area, and 2 are in the direction of the small mileage far away from the deformation area, namely, the reference points are arranged in stations on two sides.
The working base point is as follows: and 2 working base points are arranged every 300m or so, and the total stations on two sides are connected in series.
The measuring robot comprises: one total station has a distance measuring range of 150 meters on one side, namely, one instrument needs to be arranged every other 300 meters, the current shield tunneling construction period is 4 months, and 5 or 6 instruments are needed for a single line along with tunneling. When the construction period exceeds 4 months, after the tunneling area is stabilized, the monitoring is stopped, the instruments move to the subsequent section to be tunneled, and the number of the instruments needed by a single line is less than 5.
Two pairs of double-sided prisms are arranged between instruments to serve as coordinate transmission, an L-shaped prism is installed below an instrument support, control network adjustment is firstly carried out among instrument points, transmission points and rear view points, adjustment data are led into a laika adjustment assistant, the transmission points and the control points are settled in real time, current coordinates of the instruments are obtained, and the current coordinates are updated to GeoMoS.
With the interval tunneling progress, the interval monitoring range is continuously advanced. Advancing once every 300 meters, collecting initial values of the next 300-meter layout number monitoring equipment in advance, and monitoring in real time when the mileage is tunneled. Monitoring was continued for 2-3 months for the previous 300 meters and was stopped until the data stabilized.
Referring to the attached figure 2, deformation monitoring points are distributed according to sections related to design requirements, two settlement monitoring points are distributed on a ballast bed near a track on each section, two monitoring points are respectively distributed on two sides of a middle waist position, and 1 monitoring point is distributed on a vault, namely 5 monitoring points are distributed on each monitoring section.
And after the laying is finished, the shield machine starts to carry out tunneling work.
S2, grouting in the hole for reinforcement
In order to protect the existing line from being influenced by the construction of the shield machine during interval tunneling, grouting reinforcement in the tunnel is reinforced during the passing period of the shield machine while monitoring is reinforced. The method has the advantages that disturbance to the existing line is reduced, stable and uniform passing is guaranteed, when grouting is carried out in the tunnel, a grouting process test is carried out, experience is provided for subsequent grouting construction, a grouting process flow is summarized, and grouting parameters are controlled.
S21, synchronous grouting operation
In the shield construction process of the side-crossing existing operation railway line, the slurry performance requirement is higher than that of a normal tunneling section, and the slurry mixing ratio is optimized in the actual construction process, so that the mixing ratio is determined as follows:
synchronous grouting mixing proportion
In the shield construction process of laterally penetrating the existing operation railway line, the grouting pressure is not too large, the grouting is frequently carried out at low pressure, and the grouting pressure is generally controlled to be 2.5-3 bar.
Theoretical slip V1-V2-3.14-3.24-1.5-3.14-3.1-1.5-4.18 m3。
Calculated according to an empirical formula, considering the coefficient, the actual grouting amount is generally 150-200% of the theoretical value, and the grouting amount Q of each ring (1.5m) is 6.3-8.4 m3。
The synchronous grouting amount is controlled to be 7m in the construction of passing through the existing operation railway3The injection rate is 167% or more.
S2. ultra-close grouting
Referring specifically to fig. 3, a schematic diagram of ultra-close-distance grouting is shown.
The ultra-close grouting can ensure that the gaps of the unconsolidated formation after the disturbance near the shield tail can be timely filled and reinforced, and the effect of inhibiting sedimentation and even zero sedimentation is achieved.
The ultra-close distance grouting adopts double-liquid slurry (cement slurry and water glass) to be injected behind the shield tail, and the rapid solidification performance of the slurry is utilized to rapidly and timely reinforce the gap of the unconsolidated stratum after disturbance near the shield tail, so that the shield construction settlement is reduced. The concrete mixture ratio is as follows:
ultra-close range grouting slurry mixing proportion
Grouting holes are added to the pipe piece penetrating through the soft soil layer, 20 grouting holes are added to each ring pipe piece, each ring has 26 grouting holes, and the grouting pipes are adopted
The wall thickness of the steel perforated pipe is 3.5 mm. The grouting pressure is 0.3-0.5 Mpa, and the diffusion radius is not less than 0.7 m.
The grouting slurry must be stirred well and the slurry density measured. When a common stirrer is used, the stirring time is not less than 3 min; when a high-speed stirrer is used, the stirring time is not less than 30 s.
S3, monitoring the earth's surface
S31, monitoring items and frequency
As in the following table:
construction monitoring content and frequency
S32, monitoring alarm value
Surface sedimentation: the accumulated variation is between +10mm and-30 mm, and the daily variation is less than or equal to +/-3 mm
Settling the pipeline: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm
Settlement and displacement of the building structure: cumulative change is between +5mm and-15 mm, and daily variable is less than or equal to +/-2 mm
And (3) tunnel settlement: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm
And setting corresponding early warning values according to the control standard of each monitoring item, and executing according to 2/3 of the control standard value. When the monitored value approaches the alarm value, the related aspect is called for attention, and when the monitored value reaches the alarm value, the alarm is given immediately.
After the shield machine passes through, secondary grouting can be performed to fill the gap, so that the shield machine is more stable. Of course, the secondary grouting is the same as the synchronous grouting, and is not described in detail.
To further illustrate the present invention, the construction equipment and some of the materials of the present method are now attached. The following table specifically shows:
construction equipment and material table
In addition, the quality control requirements for implementing the method are as follows:
the automatic monitoring quality control comprises the following steps:
1, establishing a standard consciousness, and standardizing the monitoring work. The monitoring design needs to ensure that basic data is complete and data is reliable, and design files and drawings conform to relevant regulations.
And 2, establishing a feasible monitoring implementation scheme, incorporating the feasible monitoring implementation scheme into a construction progress control plan of the project, and strictly executing the monitoring operation.
And 3, equipment is guaranteed, and all monitoring items are guaranteed to be completed according to specified indexes by using high-precision advanced measuring equipment. The operating personnel strictly adhere to the ISO9001 management system and the measurement program files.
And 4, defining quality responsibility, ensuring the quality of the products in the process, and checking the customs layer by layer from task acceptance, site reconnaissance to field operation and internal operation calculation, rechecking and auditing, and ensuring that the unqualified upper process flows into the lower process.
And 5, managing the operation site, setting necessary quality control points in key processes and key processes, carrying out site inspection, and strictly executing operation rules during operation. And (4) performing firm reworking on unqualified products in the acceptance inspection, tracking the quality in time and recording the quality.
6 the measuring equipment and the like are calibrated before use and can be used after qualification. The measuring instrument adopts a management system of using by a specially-assigned person, maintaining by the specially-assigned person and checking and correcting by the specially-assigned person.
And 7, managing all the measurement data by adopting a computer, and taking the responsibility of a specially-assigned person.
The synchronous grouting quality is controlled as follows:
8, when the materials are mixed, feeding the sand, the cement, the fly ash, the water and the bentonite according to a correct sequence; the stirring time of the slurry needs to be continuous and can not be interrupted;
9, the synchronous grouting pressure is controlled to be 0.2-0.3MPa, and the grouting pressure is strictly controlled.
Before grouting, carefully checking whether a grouting pump can work normally, whether a grouting pipeline is smooth, whether a joint of a grouting pipe is firm and whether a pressure display system is correct or not;
11 under normal conditions, slurry is injected from the symmetrical position of the pipe piece, so that the pipe piece is prevented from being staggered or damaged due to bias voltage;
12, during grouting, if the grouting amount is large without increasing the grouting pressure, or the grouting pressure is suddenly reduced, checking whether slurry leakage or grouting to a tunnel face occurs, if the phenomenon occurs, stopping grouting, properly treating and then continuing grouting;
13 in the grouting process, the change of the impact number and the pressure value is noticed, so as to judge whether the pipe is blocked or not or the position of the pipe is blocked. If the pressure value rises rapidly, the possibility of pipe blockage at the shield tail is high, and if the pressure value is not changed, the impact number is not changed, and the pipe blockage between the shield tail and the pump or between the pump and the mortar tank is possible. The blocked pipe is cleaned in time, so that the phenomenon that slurry is solidified and difficult to clean due to too long delay time is avoided;
after 14 operations are finished, the stirrer, the conveyor, the pump and the grouting pipeline must be cleaned in time. If the operation is continuous, each work class is cleaned once before the work class is handed over; if the tunneling operation is stopped, the tunnel is required to be cleaned immediately.
The ultra-close grouting quality is controlled as follows:
and 15, carrying out holing treatment on the positions needing holing in advance, installing a ball valve after assembling is finished, and closing the ball valve.
16 the deep hole grouting slurry mixing ratio is strictly controlled, and the initial setting time is controlled to be 20-60S.
And 17, the deep hole grouting pressure is tightly controlled, the deep hole grouting and the synchronous grouting are carried out simultaneously, and the deep hole grouting pressure is not suitable to be larger than the synchronous grouting pressure.
The deep hole grouting amount is strictly controlled, the deep hole grouting amount is not required to be too much, the deep hole grouting mainly aims at reinforcing the ground layer after tunneling in advance, and the grouting amount is adjusted according to the actual ground layer condition.
The end time of the deep hole grouting is about five minutes earlier than the end time of the shield tunneling.
20, symmetrically grouting on two sides in the grouting process to prevent the shield tunnel from deviating; the slip casting order should be on-the-spot overall, must not adjacent section of jurisdiction slip casting simultaneously, should at least interval a ring slip casting, prevents that pressure stack from causing the section of jurisdiction displacement too big or damaged.
In addition, the safety measures of the construction method of the present invention are as follows:
1, construction application is required to be carried out firstly when an existing operation subway line enters or exits.
And 2, during starting and receiving of the shield, attention should be paid to excessive precipitation, so that the influence on the existing subway operation line is reduced.
3 when the pipe is torn open in super closely slip casting, close the main ball valve earlier, open the ball valve along separate routes, carry out the pressure release to the pipeline, pipeline pressure excessively collapses the injury people when preventing to tear the pipe open.
4 the pipeline is in time washd after the pipe is torn open in the super closely slip casting, prevents stifled pipe, prepares one set of pipeline in addition in advance and is reserved in the pit.
From the above, it is clear that the present invention has the following benefits:
the construction method obtains better technical benefits aiming at the step soft soil stratum and the water-rich silty clay-containing silty soil silty sand layer.
The construction method greatly reduces the influence of shield construction on the existing operation line, reduces the settlement of surrounding buildings, ensures the safety of surrounding roads and obtains great social and economic benefits.
The method adopts automatic monitoring, greatly simplifies the measurement procedure, reduces the workload of measurement personnel, accurately obtains the monitoring data in real time and obtains better technical benefit compared with the traditional monitoring method.
In the description herein, references to the description of "one embodiment," "an example," "a specific example" or the like are intended to mean 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 invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. 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 preferred embodiments of the invention disclosed above are intended to be illustrative only. The preferred embodiments are not intended to be exhaustive or to limit the invention to the precise embodiments disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best utilize the invention. The invention is limited only by the claims and their full scope and equivalents.
Claims (8)
1. A construction method for enabling an ultra-close distance side-through existing operation subway line is characterized by comprising the following steps of: the construction method comprises the following steps:
making evidence preservation work, and making initial conditions of the tunnels in the sections of the existing subway tunnel;
monitoring points are distributed on the existing subway tunnel;
establishing an alarm value of a monitoring item;
installing monitoring equipment in the subway tunnel;
the shield machine starts to carry out tunneling work;
grouting reinforcement in the reinforced tunnel during the passing period of the shield machine;
ultra-close distance grouting;
carrying out synchronous monitoring during the construction period of the shield machine;
and (4) performing secondary grouting after the shield tunneling machine passes through the existing subway tunnel.
2. The construction method for the ultra-close distance side-crossing existing operation subway line as claimed in claim 1, wherein the initial condition of said section tunnel at least includes crack condition, slab staggering condition and water seepage condition of the section tunnel.
3. The construction method for the ultra-close distance side-crossing existing operation subway line according to claim 1, wherein the establishing of the warning value of the monitoring item mainly comprises:
the settlement control value of the interval tunnel is as follows: plus or minus 5 mm;
interval tunnel horizontal displacement control value: plus or minus 5 mm;
section tunnel floating control value: plus or minus 5 mm;
daily variation control value: plus or minus 1 mm/d;
when the monitored actual deformation value reaches 60% of the control value, a yellow early warning is sent out, the monitoring frequency of the tunnel is encrypted, and dynamic observation of the tunnel is enhanced;
when the actual deformation value of monitoring reaches 80% of the control index, sending out an orange early warning, enhancing observation and monitoring, immediately informing an operation department and related units of the subway to carry out negotiation and determination together, and executing after obtaining the agreement of design and construction units;
when the monitoring control index is reached, the observation and the monitoring are enhanced, an operation department and related units of the subway are immediately informed to carry out negotiation and determination, and the tunnel construction is stopped if necessary to carry out remediation work.
4. The construction method for the super-close distance side-threading existing operation subway line as claimed in claim 1, wherein said monitoring equipment is a come card TS series automatic total station.
5. The construction method for the super-close distance side-crossing existing operation subway line according to claim 1, wherein the reinforcement of grouting in the tunnel during the passing of the shield machine mainly comprises:
controlling the grouting pressure to be 2.5-3 bar;
the actual grouting amount is 150-200% of the theoretical value.
6. The construction method for the super-close distance side-crossing existing operation subway line according to claim 1, wherein the super-close distance grouting mainly comprises:
injecting double-fluid slurry behind the shield tail;
grouting holes are added to the pipe piece penetrating through the soft soil layer, 20 grouting holes are added to each ring pipe piece, each ring has 26 grouting holes, and the grouting pipes are adopted
The wall thickness of the steel perforated pipe is 3.5 mm;
grouting pressure is 0.3-0.5 Mpa, and diffusion radius is not less than 0.7 m;
stirring the grouting slurry for not less than 3 min; when a high-speed stirrer is used, the stirring time is not less than 30 s.
7. The construction method for the ultra-short distance side-crossing existing operation subway line according to claim 1, wherein the synchronous monitoring during the construction of the shield machine mainly comprises:
the method comprises the following steps of ground settlement monitoring, ground building investigation and settlement monitoring, tunnel structure convergence deformation monitoring, underground displacement monitoring, duct piece internal force monitoring, stratum contact stress monitoring, underground water level monitoring and tunnel internal settlement monitoring.
8. The construction method for the super-close side-crossing existing operation subway line according to claim 7, wherein the monitoring alarm value of said synchronous monitoring is:
surface sedimentation: the accumulated variation is between +10mm and-30 mm, and the daily variation is less than or equal to +/-3 mm
Settling the pipeline: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm
Settlement and displacement of the building structure: cumulative change is between +5mm and-15 mm, and daily variable is less than or equal to +/-2 mm
And (3) tunnel settlement: the cumulative variation is less than or equal to +/-10 mm, and the daily variation is less than or equal to +/-3 mm.
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