CN115262661A - Soil taking method and system for tunnel floating treatment - Google Patents
Soil taking method and system for tunnel floating treatment Download PDFInfo
- Publication number
- CN115262661A CN115262661A CN202211194862.3A CN202211194862A CN115262661A CN 115262661 A CN115262661 A CN 115262661A CN 202211194862 A CN202211194862 A CN 202211194862A CN 115262661 A CN115262661 A CN 115262661A
- Authority
- CN
- China
- Prior art keywords
- target
- borrowing
- segment
- soil
- tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000002689 soil Substances 0.000 title claims abstract description 81
- 238000007667 floating Methods 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000005527 soil sampling Methods 0.000 claims abstract description 52
- 238000006073 displacement reaction Methods 0.000 claims description 16
- 238000005067 remediation Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 abstract description 19
- 238000013461 design Methods 0.000 abstract description 7
- 241001074085 Scophthalmus aquosus Species 0.000 abstract 1
- 238000005553 drilling Methods 0.000 description 46
- 238000010276 construction Methods 0.000 description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 16
- 238000000605 extraction Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 6
- 238000001514 detection method Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000005188 flotation Methods 0.000 description 4
- 230000001360 synchronised effect Effects 0.000 description 4
- 230000007774 longterm Effects 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 101100400452 Caenorhabditis elegans map-2 gene Proteins 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005339 levitation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
- E21B7/046—Directional drilling horizontal drilling
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Geology (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Fluid Mechanics (AREA)
- Physics & Mathematics (AREA)
- Mechanical Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Hydrology & Water Resources (AREA)
- Sampling And Sample Adjustment (AREA)
Abstract
The invention relates to a soil sampling method and a soil sampling system for tunnel floating treatment. The method comprises the following steps: determining a target interval tunnel with floating in the tunnel, wherein the target interval tunnel comprises a first target section and a second target section, and the floating amount of the first target section is greater than that of the second target section; determining a first borrowing segment and a second borrowing segment based on the first target segment and the second target segment, wherein the first borrowing segment is associated with the first target segment and is arranged along a first direction, and the second borrowing segment is associated with the second target segment and is arranged along a second direction; taking soil for the first soil taking section in the first direction until the floating height of the first target section is eliminated or equal to the floating height of the second target section; and borrowing soil for the second borrowing segment in the second direction. With this mode, can combine directional brill and borrow the technology of compelling to descend, need not to reduce and destroy the interference to tunnel structure at ballast bed bottom trompil pressure release for the floating tunnel sinks naturally, resumes former design line type.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a soil taking method and a soil taking system for tunnel floating treatment.
Background
Uplift may occur in an established underground structure due to various factors. For example, underground water level in north China drops year by year, and underground structures such as subway tunnels and underground pipe galleries built in the period are mostly above the underground water level. With the use of the south-to-north water transfer project, the extraction of underground water is gradually restrained, and the underground water level in the north China area gradually rises. The water table around a portion of the underground structure may rise so that the water table of the underground structure is below. Under the influence, part of underground structures float upwards. In addition, floating can also occur after a part of the underground structure is built under the influence of subsequent construction of an upper span building.
The tunnel floating can influence the structure safety and the operation safety of the tunnel, so that the tunnel lining structure, the connecting part of the tunnel and the station, the auxiliary structure and the like are damaged. The tunnel lining cracks and segment joints caused by local floating of the tunnel are opened, water leakage may be caused under high water pressure, further water and soil loss causes the tunnel structure to safely enter vicious circle, and the long-term safe operation of the tunnel structure is threatened.
The existing tunnel floating treatment technology mainly adopts anti-floating piles and grouting reinforcement technology. Aiming at tunnel floating, the most common treatment technology is to open a hole in the tunnel for pressure relief and grouting reinforcement. However, the construction in the tunnel has great interference to traffic, construction is needed in the empty window period of traffic interruption, the time window is short, the manufacturing cost is high, the construction risk is large, and the problem of short-term floating of the tunnel can be solved only.
Therefore, a new technology is needed to scientifically and accurately control the tunnel floating, and guide scientific tunnel differential settlement control based on the technology, so that the efficiency is improved, the expenditure is saved, and the secondary risk caused by construction is reduced.
Disclosure of Invention
The invention aims to provide a soil sampling scheme for tunnel floating treatment, which is used for treating tunnel floating, reducing the risk of damage of a tunnel structure in the treatment process, improving the treatment efficiency and saving the treatment cost.
According to a first aspect of the invention, a soil taking method for tunnel floating treatment is provided. The method comprises the following steps: determining a target interval tunnel in which floating occurs in the tunnel, wherein the target interval tunnel comprises a first target section and a second target section, and the floating amount of the first target section is greater than that of the second target section; determining a first geotome and a second geotome based on the first target segment and the second target segment, wherein the first geotome is associated with the first target segment and disposed in a first direction and the second geotome is associated with the second target segment and disposed in a second direction; borrowing soil for the first borrowing segment in the first direction until the amount of uplift of the first target segment is eliminated or equal to the amount of uplift of the second target segment; and borrowing soil for the second soil borrowing segment in the second direction.
In some embodiments, the first direction comprises a direction perpendicular to an axis of the target inter-zone tunnel and the second direction comprises a direction parallel to the axis of the target inter-zone tunnel; and/or the second target segment comprises, at least in part, the first target segment.
In some embodiments, determining, based on the first target segment and the second target segment, a first cut earth segment and a second cut earth segment further comprises: generating a plurality of first borrowing drill holes and a plurality of second borrowing drill holes by using ground horizontal directional drilling; and determining horizontal sections in the plurality of first soil sampling drill holes and the plurality of second soil sampling drill holes as the first soil sampling sections and the second soil sampling sections respectively.
In some embodiments, wherein borrowing the first borrowing segment in the first direction comprises: adjusting the soil borrowing rate to control the sinking rate of the first target section; or adjusting the soil sampling amount to control the final sinking amount of the first target section; wherein borrowing soil for the second soil borrowing segment in the second direction comprises: adjusting the soil borrowing rate to control the sinking rate of the second target section; or adjusting the soil sampling amount to control the final sinking amount of the second target section.
In some embodiments, borrowing soil for the second soil borrowing segment in the second direction comprises: determining that the first target segment subsidence caused by borrowing for the first borrowing segment is in a steady state.
In some embodiments, the first target segment has a float over 1 vertical displacement warning value; and the floating amount of the second target section exceeds 1 time of the vertical displacement control value and the deformation curvature radius of the second target section is smaller than the control index value.
In some embodiments, borrowing the first borrowing segment in the first direction comprises: arranging the first borrowing segment directly below the first target segment; and single-row synchronous soil sampling in the first direction; wherein borrowing soil for the second soil borrowing segment in the second direction comprises: arranging the second borrowing segment directly below the second target segment; and single-row synchronous soil borrowing in the second direction.
In some embodiments, a plurality of the second earth boring holes are symmetrically arranged on both sides of the axis of the inter-target tunnel.
In some embodiments, the method comprises: determining engineering geology and hydrogeology conditions of the target interval tunnel; and carrying out underground pipeline exploration aiming at the target interval tunnel.
According to a second aspect of the present invention there is provided an earthmoving system for tunnel uplift remediation, the system being arranged to perform the method according to the first aspect of the invention.
The embodiments of the invention can at least have the following beneficial effects:
(1) The invention combines the ground horizontal directional drilling technology and the soil taking forced landing technology, can effectively eliminate overlarge differential floating through horizontal drilling and soil taking, and can effectively eliminate intervals with larger floating amount through longitudinal drilling and soil taking, thereby integrally improving the treatment effect.
(2) Holes are formed by a ground horizontal directional drilling technology, so that the arrangement of the soil-taking forced landing drill holes is more reasonable, and the horizontal displacement of the tunnel possibly caused by soil taking through oblique drill holes is avoided; the tunnel which floats upwards naturally sinks by taking soil and forcing to descend, and the original design line type is recovered.
(3) The treatment construction is carried out outside the tunnel, and the traffic operation inside the tunnel is not influenced; the treatment does not need to open a hole at the bottom of the ballast bed for pressure relief, reduces the damage and interference to the tunnel structure, and is suitable for the condition that the underground water level is stable and fluctuates for a long time and in a small range after being greatly increased (for example, the underground water level in North China is stably increased in recent years).
It should be understood that the statements herein reciting aspects are not intended to limit the critical or essential features of any embodiment of the invention, nor are they intended to limit the scope of the invention. Other features of the present invention will become apparent from the following description.
Drawings
The above and other objects, features and advantages of embodiments of the present invention will become readily apparent from the following detailed description read in conjunction with the accompanying drawings. Several embodiments of the invention are illustrated by way of example, and not by way of limitation, in the figures of the accompanying drawings and in which:
FIG. 1 is a flow chart of managing tunnel ascent according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of an arrangement of transverse drilling soil taking and longitudinal drilling soil taking areas for treating tunnel floating according to an embodiment of the invention;
FIG. 3 is a schematic diagram of a ground directional drilling soil sampling plane layout for treating tunnel floating according to an embodiment of the invention;
FIG. 4 is a schematic diagram of a transverse cross-section arrangement of a ground directional drilling soil sampling for treating tunnel floating according to an embodiment of the invention; and
fig. 5 is a schematic view of the arrangement of the longitudinal section of the floating ground directional drilling soil sampling of the abatement tunnel according to the embodiment of the invention.
Like or corresponding reference characters designate like or corresponding parts throughout the several views.
Detailed Description
Embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. While certain embodiments of the present invention are shown in the drawings, it should be understood that the present invention may be embodied in various forms and should not be construed as limited to the embodiments set forth herein, but rather are provided for a more thorough and complete understanding of the present invention. It should be understood that the drawings and the embodiments of the invention are for illustration purposes only and are not intended to limit the scope of the invention.
In describing embodiments of the present invention, the terms "include" and its derivatives should be interpreted as being open-ended, i.e., "including but not limited to. The term "based on" should be understood as "based at least in part on". The term "one embodiment" or "the embodiment" should be understood as "at least one embodiment". The terms "first," "second," and the like may refer to different or the same object. Other explicit and implicit definitions are also possible below.
The tunnel of the scheme of the invention can refer to any tunnel structure which can float upwards, such as a conventional tunnel, a subway pipeline, a water delivery pipeline, an underground pipe gallery and the like. For ease of explanation, the following embodiments of the present invention describe exemplary embodiments of the present invention using a conventional tunnel structure as an example. It should be noted that the conventional tunnel embodiment does not limit the scope and the scope of the present invention.
The embodiment of the invention combines the ground horizontal directional drilling technology and the soil taking forced landing technology, can effectively eliminate overlarge differential floating through horizontal drilling and soil taking, and can effectively eliminate a region with larger floating amount through longitudinal drilling and soil taking, thereby integrally improving the treatment effect; holes are formed by a ground horizontal directional drilling technology, so that the arrangement of the soil-taking forced landing drill holes is more reasonable, and the horizontal displacement of the tunnel possibly caused by soil taking through oblique drill holes is avoided; the tunnel which floats upwards naturally sinks through taking soil and forcing to descend, and the original design line type is recovered; the treatment construction is carried out outside the tunnel, and the traffic operation inside the tunnel is not influenced; the treatment does not need to open a hole at the bottom of the ballast bed for pressure relief, reduces the damage and interference to the tunnel structure, and is suitable for the condition that the underground water level is stable and fluctuates for a long time and in a small range after being greatly increased (for example, the underground water level in North China is stably increased in recent years).
An exemplary embodiment of the present invention will be described in detail below with reference to fig. 1 to 5. It should be noted that the tunnel may be replaced with other underground structures, and the invention is not limited thereto.
Fig. 1 is a flow chart of treating tunnel uplift according to an embodiment of the invention. It should be noted that fig. 1 shows an overall flow chart for managing the floating of the tunnel, wherein one or more flows may be combined or omitted according to actual engineering needs.
In one embodiment, before the step shown in fig. 1 is executed or when a part of the steps shown in fig. 1 is executed, a target interval tunnel in which the floating-up occurs may be first determined in the tunnel, the target interval tunnel including a first target section and a second target section, the floating-up amount of the first target section being greater than that of the second target section. In some embodiments, the first target segment refers to a portion of the inter-target-zone tunnel that is more differentially levitated, and the second target segment corresponds to a portion of the inter-target-zone tunnel that is globally levitated or has a greater average amount of levitation. Generally, the partial target interval tunnels with greater differential flotation have a greater flotation than the partial target interval tunnels with greater overall or average flotation, and in some embodiments, the first target segment may have a significantly greater flotation than the second target segment, as will be described in greater detail below in conjunction with fig. 2. The invention respectively adopts two different soil taking methods for two target interval tunnels with different floating amounts, thereby realizing tunnel floating treatment.
In one embodiment, the second target segment comprises, at least in part, the first target segment. That is, the first target section is at least a part of the second section, or is entirely included in the first section. This is because, in actual engineering, the partial target interval tunnel that floats on the whole or floats on the average more often includes a portion that floats on the difference more, and therefore two target sections may have a certain intersection or may belong to an inclusion-contained relationship.
In some embodiments, referring to fig. 1, the engineering geology and the hydrogeology where the target interval tunnel is located may be first surveyed to obtain the engineering geology and the hydrogeology conditions. It should be understood that this step may be omitted where the engineering geology as well as the hydrogeology are known. In some embodiments, the underground pipeline may be probed. This is because, as the treatment of the target section of the tunnel involves drilling operations, the points of opening can be selected on a targeted basis after understanding the layout of the underground pipelines, as will be described in more detail below in connection with figures 3 to 5.
In some embodiments, with continued reference to fig. 1, after determining the engineering geological and hydrogeological conditions and optionally exploring the down-line, an earth borrowing plan design may be performed. For example, the drilling location, drilling depth, soil sampling rate and soil sampling amount of the two directions to be performed in the subsequent step may be determined based on the determined or known engineering geological and hydrogeological conditions.
In some embodiments, referring to fig. 1, in an aspect, a first earthmoving segment and a second earthmoving segment may be determined based on a first target segment and a second target segment, where the first earthmoving segment is associated with the first target segment and disposed along a first direction and the second earthmoving segment is associated with the second target segment and disposed along a second direction. In this embodiment, the first geotome segment may be a lateral geotome segment and, accordingly, the first direction may be a direction perpendicular to the first target segment axis or the target interval tunnel axis. Hereinafter, the first direction may therefore also be referred to as the transverse direction. The transverse direction may be an absolute transverse direction, i.e. a transverse direction perpendicular to the first target section axis or the target interval tunnel axis and parallel to the horizontal ground, or may be a substantially transverse direction at an angle to the horizontal ground. The second earthmoving section may be a longitudinal earthmoving section, and correspondingly, the second direction may be a direction parallel to a second target section axis or target interval tunnel axis. In the following, the second direction may therefore also be referred to as longitudinal direction.
In some embodiments, with continued reference to fig. 1, borrowing may be performed for a first borrowing segment in a first direction until the amount of uplift of a first target segment is eliminated or equal to the amount of uplift of a second target segment. That is, it is preferable to adopt the lateral drilling to borrow the soil, and simultaneously carry out synchronous monitoring to earth's surface displacement, first target section displacement and deformation, until reaching the purpose of lateral drilling borrow.
In one embodiment, the floating height of the first target section can be completely eliminated and then the second soil taking section is used for taking soil, so that the difference floating height can be directly treated after the differential floating height is treated; in another embodiment, the second soil sampling section may be used to sample soil after the first target section has a floating height close to or equal to that of the second target section, so that the floating height of the first target section is reduced to a level equal to that of the second target section, and then soil sampling is further performed through the second soil sampling section, thereby achieving remediation of average floating height.
In one embodiment, referring to FIG. 1, borrowing may be performed for a second borrowing segment in a second direction. That is to say, can carry out the longitudinal drilling and borrowing after the horizontal drilling and borrowing to simultaneously carry out synchronous monitoring to earth's surface displacement, second target section displacement and deformation, until reaching the longitudinal drilling and borrowing purpose. After the design requirement of longitudinal drilling soil taking is met, hole sealing operation can be carried out. In one embodiment, before the longitudinal drilling and soil borrowing are carried out, the first target section sinking caused by soil borrowing for the first soil borrowing section can be determined to be in a stable state, so that construction safety is ensured.
With continued reference to fig. 1, in the subsequent process, the detection operations of the surface displacement, the tunnel displacement and the deformation may be continued until the requirement of stopping the detection is reached. Under the condition that the detection stopping requirement is not met, the soil borrowing operation can be continuously iterated until the requirement is met, and the whole tunnel floating treatment process is completed.
The first and second borrowing sections will be described in more detail below in connection with figure 2. Fig. 2 is a schematic layout diagram of a transverse drilling soil taking area and a longitudinal drilling soil taking area for treating tunnel floating according to an embodiment of the invention.
In one embodiment, the reference map 2,X axis represents inter-zone tunnel mileage and the Y axis represents tunnel float. When the floating amount of the tunnel represented by the Y axis exceeds the threshold value, the corresponding X-axis interval tunnel can be a floating target interval tunnel to be treated. In the target interval tunnel, a section having a relatively large tunnel floating height, that is, a section having a large difference floating height is the first soil sampling section, and may be referred to as a lateral soil sampling section as described above. Further, the section with relatively large overall or average uplift amount is the second soil sampling section, which may also be referred to as the longitudinal soil sampling section as described above.
It should be noted that in the embodiment shown in fig. 2, the longitudinal soil-taking section entirely comprises the first soil-taking section, but this is merely exemplary, and the longitudinal soil-taking section may partially comprise the transverse soil-taking section. As previously mentioned, the longitudinal and transverse earth-borrowing sections typically intersect at least partially, taking into account that the amount of uplift of the transverse earth-borrowing section is typically higher than the longitudinal earth-borrowing section.
In one embodiment, referring to fig. 2, the horizontal soil sampling segment may obtain a range in which the tunnel floating amount exceeds 1 time of the tunnel vertical displacement early warning value, i.e., a first target segment, the longitudinal soil sampling segment may obtain a range in which the tunnel floating amount exceeds 1 time of the tunnel vertical displacement control index value, and the tunnel deformation curvature radius is smaller than the range of the control index value, i.e., a second target segment. For example, according to a table b.0.2 of urban rail transit structure safety control index value in annex B of CJJ/T289-2018 technical standard for urban rail transit tunnel structure maintenance, the early warning value of the urban rail transit tunnel vertical displacement is 10mm, and the control value is 20mm; the tunnel deformation curvature radius control value is 15000m. In a specific embodiment, a range of the deformation curvature radius of the tunnel being less than 15000m and a range of the tunnel floating amount exceeding 20mm are set as the transverse soil sampling sections; the range of the tunnel floating amount exceeding 10mm is set as a longitudinal soil sampling section. In one embodiment, when the curvature radius of the tunnel deformation caused by the tunnel floating does not exceed the control index value, the transverse soil taking section is not arranged.
It should be noted that the above-mentioned warning value and control value are exemplary, and may also be warning values and control values in other specifications or designs, which is not limited in this disclosure.
In one embodiment, determining the first and second earthmoving segments based on the first and second target sections may include generating a plurality of first and second earthmoving boreholes using ground level directional drilling. And then, determining the horizontal sections in the plurality of first soil-taking drill holes and the plurality of second soil-taking drill holes as first soil-taking sections and second soil-taking sections respectively. That is, the first and second earthmoving sections may each be a horizontal section of a horizontal directional drill, as will be described in more detail in connection with fig. 3-5.
Fig. 3 is a schematic layout view of a ground directional drilling soil sampling plane for treating tunnel floating according to an embodiment of the invention. Fig. 4 is a schematic diagram of the arrangement of the transverse cross section of the ground directional drilling soil sampling for treating the floating of the tunnel according to the embodiment of the invention. FIG. 5 is a schematic diagram of the arrangement of the longitudinal section of the ground directional drilling soil sampling for treating the floating of the tunnel according to the embodiment of the invention.
In one embodiment, referring to fig. 3 to 5, the tunnel 1 is buried underground, and the axial direction of the tunnel 1 is the longitudinal direction, i.e. the second direction described above. Correspondingly, the transverse direction is the direction perpendicular to the axis of the tunnel 1, i.e. the aforementioned first direction. It should be noted that the first direction, i.e. the transverse direction as described above, perpendicular to the axis of the tunnel 1, may comprise a plurality of radial directions around the axis, so that the first direction can be adjusted accordingly depending on the specific circumstances of the differentially levitated body. For example, when the difference of the tunnel in the target section floats upwards and deviates to the left upper side or has a tendency to float upwards and deviate to the left upper side, the first direction may be perpendicular to the axis of the tunnel 1 and may be at a predetermined angle with respect to the horizontal ground surface, so as to effectively eliminate the left upper deviation of the tunnel in the target section, and the angle may be equal to the angle of the bottom surface of the tunnel in the target section deviating to the left upper side, or may be set in advance according to the actual floating detection condition. The embodiment of the present invention will be described by taking the first direction as a direction perpendicular to the axis of the tunnel 1 and parallel to the horizontal ground.
In this embodiment, referring to fig. 3 to 5, a first soil-borrowing segment may be arranged directly below a first target segment and single-row simultaneous soil borrowing in a first direction, and a second soil-borrowing segment may also be arranged directly below a second target segment and single-row simultaneous soil borrowing in a second direction.
In one embodiment, specifically referring to fig. 3 and 4, a lateral borehole earthmoving ground construction site 3 may be first determined, which lateral borehole earthmoving ground construction site 3 may be located at a location remote from the first target section to avoid interference with traffic. Subsequently, a lateral earth borrowing directional drilling opening point 8 may be provided at the lateral earth borrowing ground construction site 3. Then, a horizontal directional drilling pore-forming technology can be utilized to generate a horizontal earth-borrowing borehole deflecting section 9, a horizontal earth-borrowing borehole section 10 to a horizontal earth-borrowing directional drilling target point 11. Wherein, the horizontal section 10 of the horizontal earth borrowing drill hole is the determined first earth borrowing section. It should be understood that the determination of the first geodetic segment and the subsequent geodetic construction may be performed using any suitable horizontal directional drilling technique known in the art, depending on the engineering geological and hydrogeological conditions, the underground pipeline, and the predetermined geodetic plan, and the present invention is not limited in this regard.
In one embodiment, with continued reference to fig. 3 and 4, the lateral borehole soil extraction zones may be disposed directly beneath the tunnel between the lateral soil extraction sections, with single row soil extraction perpendicular to the tunnel axis. The vertical distance between the soil taking holes and the outer contour of the tunnel can be 0.5 m-1.5 m, the horizontal distance can be 2 m-5 m (a mine tunnel), or 2-3 times of the width of the segment (a shield tunnel). In one embodiment, soil can be simultaneously removed from a single row of multiple soil removal holes. For example, when the soil taking section of the transverse drilling hole is wider and the floating amount is larger, a multi-sequence step soil taking mode is adopted, and soil taking holes are evenly arranged to skip holes to take soil. The soil sampling process adopts the principle of 'small amount and multiple times', the tunnel sinking development process is monitored in real time, and the soil sampling speed and the soil sampling amount are strictly controlled.
In one embodiment, referring to fig. 3 and 5, a longitudinal borehole earthed ground construction site 2 may be first determined, and the transverse borehole earthed ground construction site 2 may be located at a location remote from the second target section to avoid interference with traffic. Subsequently, a longitudinal earth borrowing directional drilling opening point 4 can be arranged at the longitudinal earth borrowing ground construction site 2. Then, a horizontal directional drilling pore-forming technology can be utilized to generate a longitudinal soil sampling drilling inclined section 5, a longitudinal soil sampling drilling horizontal section 6 and a longitudinal soil sampling directional drilling target point 7. Wherein, the longitudinal soil sampling drilling horizontal section 6 is the determined second soil sampling section. It should be understood that the determination of the second geodetic segment and the subsequent geodetic construction may be performed using any suitable horizontal directional drilling technique known in the art, depending on the engineering geological and hydrogeological conditions, the underground pipeline, and the predetermined geodetic plan, and the present invention is not limited in this regard.
In one embodiment, with continued reference to fig. 3 and 5, the longitudinal drilled soil extraction zones may be disposed directly beneath the tunnel between the longitudinal soil extraction sections, with single row soil extraction parallel to the direction of the tunnel axis. In one embodiment, the longitudinal soil sampling holes can be symmetrically arranged on two sides of the axis of the tunnel, and the number of the soil sampling holes can be adjusted according to the average floating amount of the tunnel. The larger the average floating amount of the tunnel is, the more the number of soil sampling holes can be. For example, 3 to 5 soil sampling holes may be arranged, the vertical distance from the outer contour line of the tunnel structure may be 0.5 to 1.5m, and the hole pitch may be 1 to 2m, for example.
In one embodiment, with continued reference to fig. 3 and 5, borrowing soil for a first borrowing segment in a first direction may include: adjusting the soil borrowing rate to control the sinking rate of the first target section; or adjusting the soil sampling amount to control the final sinking amount of the first target section. Taking soil in the second direction for the second soil-taking segment may comprise: adjusting the soil borrowing rate to control the sinking rate of the second target section; or adjusting the soil sampling amount to control the final sinking amount of the second target section.
Specifically, the sinking rate of the tunnel can be controlled by adjusting the soil sampling rate, and the final sinking amount of the tunnel can be controlled by adjusting the soil sampling amount; and when the tunnel is predicted to finally subside to be close to the designed linear type, the soil taking speed is reduced, and when the tunnel is predicted to finally subside to reach the designed linear type, the soil taking is stopped.
The invention also provides an earth borrowing system for tunnel floating treatment, which can execute the earth borrowing method for tunnel floating treatment according to various embodiments of the invention.
In summary, the embodiments of the present invention combine the advantages of the ground horizontal directional drilling technology and the soil-taking forced-landing technology to improve the treatment effect. The hole is formed by the ground horizontal directional drilling technology, so that the arrangement of the soil taking forced landing drilling holes is more reasonable, and the horizontal displacement of the tunnel possibly caused by soil taking through oblique drilling holes is avoided; the tunnel which floats upwards naturally sinks through taking soil and forcing to descend, and the original design line type is recovered; the treatment construction is carried out outside the tunnel, and the traffic operation inside the tunnel is not influenced; the treatment does not need to open a hole at the bottom of the ballast bed for pressure relief, reduces the damage and interference to the tunnel structure, and is suitable for the condition of long-term stable small fluctuation after the underground water level greatly rises. Through the combination of the above technologies, the treatment effect can be improved, the risk in the treatment process is reduced, and the treatment efficiency is improved.
While several specific implementation details are included in the above discussion, these should not be construed as limitations on the scope of the invention. Certain features that are described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, various features that are described in the context of a single implementation can also be implemented in multiple implementations separately or in any suitable subcombination.
Further, while operations are depicted in a particular order, this should be understood as requiring that such operations be performed in the particular order shown or in sequential order, or that all illustrated operations be performed, to achieve desirable results. Under certain circumstances, multitasking and parallel processing may be advantageous. Likewise, while several specific implementation details are included in the above discussion, these should not be construed as limitations on the scope of the invention. Certain features that are described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, various features that are described in the context of a single implementation can also be implemented in multiple implementations separately or in any suitable subcombination.
Having described embodiments of the present invention, the foregoing description is intended to be exemplary, not exhaustive, and not limited to the embodiments disclosed. Many modifications and variations will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the described embodiments. The terminology used herein is chosen in order to best explain the principles of the embodiments, the practical application, or improvements made to the technology in the marketplace, or to enable others of ordinary skill in the art to understand the embodiments disclosed herein.
Claims (10)
1. A soil sampling method for tunnel floating treatment is characterized by comprising the following steps:
determining a target interval tunnel with floating in the tunnel, wherein the target interval tunnel comprises a first target section and a second target section, and the floating amount of the first target section is greater than that of the second target section;
determining a first geotome and a second geotome based on the first target segment and the second target segment, wherein the first geotome is associated with the first target segment and disposed in a first direction and the second geotome is associated with the second target segment and disposed in a second direction;
borrowing soil for the first borrowing segment in the first direction until the amount of uplift of the first target segment is eliminated or equal to the amount of uplift of the second target segment; and
taking soil for the second soil-taking section in the second direction.
2. The method of claim 1, wherein the first direction comprises a direction perpendicular to an axis of the target inter-zone tunnel and the second direction comprises a direction parallel to the axis of the target inter-zone tunnel; and/or
The second target segment at least partially comprises the first target segment.
3. The method of claim 1, wherein determining a first geotome and a second geotome based on the first target segment and the second target segment further comprises:
generating a plurality of first borrowing drill holes and a plurality of second borrowing drill holes by using a ground horizontal directional drill; and
and determining horizontal sections in the plurality of first soil sampling drill holes and the plurality of second soil sampling drill holes as the first soil sampling sections and the second soil sampling sections respectively.
4. The method of claim 1, wherein borrowing soil for the first borrowing segment in the first direction comprises:
adjusting the borrowing rate to control the sinking rate of the first target section; or
Adjusting the soil sampling amount to control the final sinking amount of the first target section;
wherein borrowing soil for the second soil borrowing segment in the second direction comprises:
adjusting the soil borrowing rate to control the sinking rate of the second target section; or
Adjusting the soil sampling amount to control the final sinking amount of the second target section.
5. The method of claim 1, wherein borrowing soil for the second borrowing segment in the second direction comprises:
determining that the first target segment subsidence caused by borrowing for the first borrowing segment is in a steady state.
6. The method of claim 1, wherein the float of the first target segment exceeds 1 vertical displacement warning value; and
the floating amount of the second target section exceeds 1 time of the vertical displacement control value and the modified curvature radius of the second target section is smaller than the control index value.
7. The method of any one of claims 1 to 6, wherein borrowing soil for the first borrowing segment in the first direction comprises:
arranging the first borrowing segment directly below the first target segment; and
synchronously taking soil in a single row in the first direction;
wherein borrowing soil for the second borrowing segment in the second direction comprises:
arranging the second borrowing segment directly below the second target segment; and
and taking soil in single row synchronously in the second direction.
8. The method of claim 3, wherein a plurality of the second earth boring holes are symmetrically arranged on both sides of the axis of the inter-target tunnel.
9. The method according to claim 1, characterized in that it comprises:
determining engineering geology and hydrogeology conditions of the target interval tunnel; and
and carrying out underground pipeline exploration on the target interval tunnel.
10. An earthmoving system for tunnel uplift remediation, the system being configured to perform the method of any one of claims 1 to 9.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211194862.3A CN115262661B (en) | 2022-09-29 | 2022-09-29 | Soil taking method and system for tunnel floating treatment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211194862.3A CN115262661B (en) | 2022-09-29 | 2022-09-29 | Soil taking method and system for tunnel floating treatment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115262661A true CN115262661A (en) | 2022-11-01 |
| CN115262661B CN115262661B (en) | 2022-12-06 |
Family
ID=83757274
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211194862.3A Active CN115262661B (en) | 2022-09-29 | 2022-09-29 | Soil taking method and system for tunnel floating treatment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115262661B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0430019A (en) * | 1990-05-25 | 1992-02-03 | Takenaka Komuten Co Ltd | Ground swell preventing construction method by decompression method |
| JP2011256524A (en) * | 2010-06-04 | 2011-12-22 | Ohbayashi Corp | Method for preventing lining body from floating up, tunnel construction method and tunnel constructed by this method |
| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| JP2014221991A (en) * | 2013-05-14 | 2014-11-27 | Ｊｆｅスチール株式会社 | Steel plank cofferdam structure and construction method thereof |
| CN108005129A (en) * | 2017-09-28 | 2018-05-08 | 中国矿业大学(北京) | A kind of safeguard structure system and method for controlling tunnel vertical deformation |
| CN210263062U (en) * | 2019-05-16 | 2020-04-07 | 深圳市工勘岩土集团有限公司 | Anti construction structures that floats of shallow earthing subway tunnel foundation ditch earthwork excavation in pit bottom |
-
2022
- 2022-09-29 CN CN202211194862.3A patent/CN115262661B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0430019A (en) * | 1990-05-25 | 1992-02-03 | Takenaka Komuten Co Ltd | Ground swell preventing construction method by decompression method |
| JP2011256524A (en) * | 2010-06-04 | 2011-12-22 | Ohbayashi Corp | Method for preventing lining body from floating up, tunnel construction method and tunnel constructed by this method |
| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| JP2014221991A (en) * | 2013-05-14 | 2014-11-27 | Ｊｆｅスチール株式会社 | Steel plank cofferdam structure and construction method thereof |
| CN108005129A (en) * | 2017-09-28 | 2018-05-08 | 中国矿业大学(北京) | A kind of safeguard structure system and method for controlling tunnel vertical deformation |
| CN210263062U (en) * | 2019-05-16 | 2020-04-07 | 深圳市工勘岩土集团有限公司 | Anti construction structures that floats of shallow earthing subway tunnel foundation ditch earthwork excavation in pit bottom |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115262661B (en) | 2022-12-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111140279B (en) | Method for preventing and treating old empty water on thick coal seam under condition of repeated mining caused by small kiln damage to layering | |
| CN111206933A (en) | Tunnel construction method for traversing karst water-rich section | |
| CN106369223A (en) | Pipe-jacking construction method for mealy sand stratum | |
| CN110043312B (en) | Control method for grouting filling ground surface settlement range | |
| CN108316948A (en) | A kind of rich water soft stratum gushing water is dashed forward the Grouting method after mud | |
| CN110067597A (en) | A kind of mine angle of depression negative pressure visits the method for putting old dead zone ponding | |
| CN111910665B (en) | Precipitation treatment method for steeply inclined strip-shaped interbedded composite stratum foundation pit | |
| CN115262661B (en) | Soil taking method and system for tunnel floating treatment | |
| CN116378747A (en) | Broken soft coal seam coal roadway strip gas control method without uncovering coal | |
| CN115199284A (en) | Surrounding rock control method for intelligent tunneling of open-type full-face tunneling machine | |
| Insam et al. | Brenner Base Tunnel–interaction between underground structures, complex challenges and strategies | |
| CN112211666B (en) | Coal face blind area distinguishing method | |
| CN114483163A (en) | Gas extraction method | |
| CN114607833A (en) | Vertical curve downward-penetrating construction method for rectangular jacking pipe meeting obstacle | |
| CN115324123B (en) | Method and system for tunnel side shift treatment | |
| CN115262530B (en) | Grouting method and system for differential settlement treatment of underground structure | |
| CN112879045A (en) | Method for building deep-buried huge-thickness solution gap fracture aquifer curtain | |
| CN215408669U (en) | Pinnate branch grouting hole device with short stratum vertical-deep section | |
| CN214035758U (en) | Three-dimensional gas extraction system aiming at upper corner gas overrun | |
| CN109854249A (en) | It is a kind of for extra deep shaft formation pre processing around the lane Jing Huan method | |
| CN205532692U (en) | Rock cross -cut coal uncovering 's prevents abrupt system under complex geological condition | |
| CN115288632B (en) | Design method for preventing first-row drilling damage of separation layer grouting | |
| CN115450693B (en) | Large-drop deep-discharging method and system for steeply inclined aquifer | |
| CN215105237U (en) | A fold and cross shield tunnel house foundation reinforced structure for being close to house | |
| CN114183152B (en) | Method for controlling shield posture in small-radius multi-curve subway shield construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |