CN113389598B - High-steep soil slope downward-passing parallel tunnel bias treatment method and rapid measurement device - Google Patents
High-steep soil slope downward-passing parallel tunnel bias treatment method and rapid measurement device Download PDFInfo
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- CN113389598B CN113389598B CN202110610178.8A CN202110610178A CN113389598B CN 113389598 B CN113389598 B CN 113389598B CN 202110610178 A CN202110610178 A CN 202110610178A CN 113389598 B CN113389598 B CN 113389598B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
Abstract
The invention discloses a bias voltage treatment method and a rapid measurement device for a parallel tunnel penetrating under a high and steep soil slope, wherein the method comprises the following steps: 1) Analyzing bias pressure conditions, namely, analyzing accumulated back pressure soil retaining slopes at the tunnel portal at the slip side of the biased soil body; 2) The embedded rapid measuring device is used for measuring deformation data of the back pressure retaining slope; 3) Designing an expected steel pipe pile supporting line; 4) Carrying out displacement observation on the back-pressure soil retaining slope and the steel pipe pile; 5) And calculating the consolidation degree of the soil under the side slope according to the observation result, and determining the pre-pressing time to form a stable support. The invention solves the problem of tunnel bias of the steeply inclined soil slope, the arrangement of the back pressure slope at the shallow buried side has a dispersion effect on the tunnel bias effect and has a back pressure effect on the soil body at the shallow buried side, the operation is simple, the later maintenance is convenient, and the supporting effect is obvious.
Description
Technical Field
The invention relates to the technical field of deformation monitoring of high and steep slopes, in particular to a downward-penetrating parallel tunnel bias voltage treatment method and a rapid measuring device for high and steep soil slopes.
Technical Field
Due to the objective reasons such as landform, geological relation and the like, the surrounding rock pressure in the tunnel excavation process is obviously uneven, and adverse effects are generated on tunnel support and construction under the action of bias load. When the design of the tunnel slope and the actual construction condition are in and out, reasonable adjustment is carried out according to the principle of dynamic design and dynamic construction. In order to solve the problems, the commonly used supporting means at present include a surface grouting method, a slope cutting drainage method and a decompression or back pressure method, and the supporting and blocking measures can adopt supporting and blocking structures such as an anti-sliding retaining wall, an anti-sliding pile, a prestressed anchor cable, a steel pipe pile, an anchor cable pile, a lattice anchoring and the like.
When the height of the side slope is more than 20m, displacement observation is needed, generally, one observation target is arranged at a distance of 200m, the distance in each section is not less than 1, side piles can be embedded by driving or excavating, the upper part of the periphery of each pile is fixed by pouring concrete at the height of 0.3m, the embedding depth of each side pile is not less than 1.0m below the ground surface, and the exposed top of each pile is not more than 10cm. And embedding reinforcing steel bars with the diameter of 20mm at the top of the pile, rounding the top and drawing cross lines. And after the embedding is finished, measuring the elevation of the side pile and the distance from the side pile to the foundation pile by using a total station as initial readings. The side slope displacement monitoring is an important means for carefully monitoring the horizontal displacement in the embankment filling process by means of a precise monitoring instrument and a proper technical means, judging the compression consolidation rule of the filled soil body, the deformation sliding range and the development trend of the side slope, evaluating the settlement after the side slope construction and the stability trend of the side slope and realizing the dynamic design and construction of the side slope. In application and practical engineering, for a steeply inclined high and steep soil slope, the supporting method still cannot effectively solve the problem of tunnel bias voltage, and due to the fact that a construction site is disordered, displacement observation piles are often damaged or shaken, and great errors are brought to measurement.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a high-steep soil slope downward-penetrating parallel tunnel bias voltage treatment method and a rapid measurement device, can effectively improve the deformation monitoring accuracy of the high-steep slope, prevent tunnel collapse caused by landslide and bias voltage, and has high efficiency and cost reduction.
In order to achieve the aim, the invention designs a bias treatment method and a rapid measurement device for a parallel tunnel penetrating under a high and steep soil slope, which is characterized by comprising the following steps:
1) Analyzing the generated bias condition according to the topographic transverse gradient of the top of the tunnel and the buried depth of the tunnel in the tunnel excavation process, and accumulating a counter-pressure soil retaining slope at the tunnel portal at the sliding side of a biased soil body;
2) Drilling holes on the step slopes of the main body slope, and embedding a quick measuring device for measuring deformation data of the back-pressure soil retaining slope;
3) Designing an expected steel pipe pile retaining line by taking a left hole inlet as a starting point and a right hole outlet as an end point according to the tunnel line;
4) Displacement observation measuring points are arranged at intervals of the back pressure soil retaining slope, a rapid measuring device is installed on the pile top of the steel pipe pile, and displacement observation is carried out on the back pressure soil retaining slope and the steel pipe pile;
5) And calculating the consolidation degree of the soil under the side slope according to the observation result, and determining the pre-pressing time to form a stable support.
Preferably, the method for setting the anticipated steel pipe pile retaining line in the step 3) comprises the following steps: and (3) uniformly and horizontally arranging and obliquely driving the soil slopes at the upper parts of the middle of the left and right holes along the expected line interval into the steel pipe pile, wherein the pile body of the steel pipe pile is provided with uniform grouting holes for grouting soil around and at the bottom of the steel pipe pile.
Preferably, the driving depth of the steel pipe pile does not exceed the maximum depth of the surrounding rock anchor rod, the steel pipe pile is staggered with the surrounding rock anchor rod support of the tunnel, the path is along the axis direction of the tunnel, and the pipe orifice is 0.5-2 meters higher than the slope surface.
Preferably, the top height of the back pressure retaining slope in the step 1) is higher than the vault of the tunnel, and the slope is in a step shape.
Preferably, in the step 4), concrete piles are poured at undisturbed positions outside the tunnel, reinforcing steel bars are embedded at the pile tops, round ground and carved cross wires at the tops of the reinforcing steel bars are used as a measuring rear view point, a measurer uses a GPS for lofting at the rear view point, and absolute coordinates of the rear view point are recorded.
Preferably, in the step 5), after the displacement observation is completed, a ground displacement curve graph is drawn according to the displacement observation data: and (3) calculating the final settlement and the consolidation degree of the soil under the side slope by using a load-time-horizontal displacement process line according to a change curve of the settlement time, determining the prepressing time, and continuously excavating when the settlement in unit time is reduced to an allowable range to form a stable support.
Preferably, the inclination angle of the steel pipe pile is 65-75 °.
The invention also provides a rapid measuring device for realizing the method for treating the bias voltage of the parallel tunnel penetrating downwards on the high and steep soil slope, which is characterized in that: the device is including supporting the steel pipe, the top of supporting the steel pipe is provided with the support iron ball, the support iron ball passes through bottom welded connection chain and location iron ball fixed connection, the top welding support of support iron ball, be provided with the prism on the support, the location iron ball is located the inner chamber of supporting the steel pipe, the support iron ball is shelved in and is supported the steel pipe top, when supporting the steel pipe and warping the emergence displacement along with the slope, the location iron ball receives gravity to influence and keeps perpendicular to ground, the support iron ball slides along supporting steel pipe inner chamber edge under the drive of connecting the chain to it produces the angle change to drive support and prism.
Further, the mass of the positioning iron ball is not less than 500g.
Furthermore, the prism center position is provided with a mark for the total station to acquire coordinates.
Compared with the prior art, the invention has the following beneficial effects:
1) The invention solves the problem of tunnel bias of the steeply inclined soil slope, the arrangement of the back pressure slope at the shallow buried side has a dispersion effect on the tunnel bias effect and has a back pressure effect on the soil body at the shallow buried side, the operation is simple, the later maintenance is convenient, and the supporting effect is obvious.
2) The invention further solves the problem of small clear distance tunnel bias voltage, the steel pipe pile is driven into the upper soil body in the middle of the left and right lines, and grouting is carried out to the inner soil body through the grouting hole of the pile body of the steel pipe pile, so that the soil body and the grout form a grouting combination, a concrete retaining wall is formed in the middle of the left and right holes, the bias voltage effect of the upper soil body is reduced, and the internal stability of the side slope is improved.
3) Aiming at the problems of loose soil slope structure, low cohesive force and high water permeability, the measuring points are arranged on the slope, the long steel pipes are adopted to be driven into the soil layer, the position change of the measuring points is mainly influenced by the deformation and the sliding of the inner part of the soil body, the ground disturbance effect and the construction activity are small, the stability of the measuring points can be ensured, and the influence of the expansion and shrinkage deformation of surface soil on the simple observation pier is avoided. The error generated by centering the cross wire and the prism of the earth surface observation pier is avoided when the traditional observation method is used, the centering and observation speed is accelerated to a certain extent, and the working efficiency is improved. The rapid measuring device realizes the neutralization measurement through the upper ball body, has simple equipment processing and low cost, reduces unnecessary waste caused by damage and reassembly of the measuring point in the traditional measuring method, adopts stainless steel as the material, can ensure that the upper ball body and the steel pipe are not rusted, has smooth contact surface and can be continuously recycled.
4) The invention fixes the position of the steel pipe, effectively solves the problem that the measuring personnel climbs the slope in rainy and snowy weather and high and steep slopes, and the measuring personnel do not need to carry a bracket to climb the slope, thereby improving the safety of instruments and personnel to a certain extent.
Drawings
FIG. 1 is a schematic view of the tunnel bias condition and the front side of a steel pipe pile according to the present invention;
FIG. 2 is a schematic view of a steel pipe pile pressing-in slope route according to the present invention;
FIG. 3 is a schematic view of an observation device according to the present invention;
FIG. 4 is a schematic view of a grouting steel pipe pile according to the present invention;
fig. 5 is a schematic view of the back pressure retaining slope.
In the figure: 1-prism, 2-support, 3-support iron ball, 4-connecting chain, 5-positioning iron ball, 6-steel pipe, 7-observation device, 8-grouting hole, 9-steel pipe pile, 10-steel pipe pile top, 11-original mountain slope, 12-back pressure soil retaining slope, 13-observation point 1, 14-observation point 2, 15-steel pipe pile bottom, 16-steel pipe pile top path, and 17-steel pipe pile bottom path.
Detailed Description
The invention is described in further detail below with reference to the figures and specific embodiments.
The invention provides a bias treatment method for a parallel tunnel penetrating under a high and steep soil slope, which comprises the following steps:
1) Analyzing the generated bias condition according to the topographic transverse gradient of the top of the tunnel and the buried depth of the tunnel in the tunnel excavation process, and accumulating a counter-pressure soil retaining slope at the tunnel portal at the sliding side of a biased soil body;
2) Drilling holes on the step side slopes of the main body side slope, and embedding a quick measuring device for measuring deformation data of the back-pressure soil retaining slope;
3) Designing an expected steel pipe pile retaining line by taking a left hole inlet as a starting point and a right hole outlet as an end point according to the tunnel line;
4) Displacement observation measuring points are arranged at intervals of the back pressure soil retaining slope, a rapid measuring device is arranged on the pile top 10 of the steel pipe pile, and displacement observation is carried out on the back pressure soil retaining slope and the steel pipe pile 9;
5) And calculating the consolidation degree of the soil under the side slope according to the observation result, and determining the pre-pressing time to form a stable support.
As shown in fig. 3, the rapid measuring device used in the above steps 2) and 4) includes a supporting steel pipe 6, a support iron ball 3 is arranged on the top of the supporting steel pipe 6, the support iron ball 3 is fixedly connected with a positioning iron ball 5 through a connecting chain 4 welded at the bottom, a support 2 is welded at the top of the support iron ball 3, a prism 1 is arranged on the support, the positioning iron ball 5 is located in an inner cavity of the supporting steel pipe 6, the support iron ball 3 is placed on the top of the supporting steel pipe 6, when the supporting steel pipe 6 is displaced along with the deformation of a slope, the positioning iron ball 5 is kept perpendicular to the ground under the influence of gravity, the mass is 500-600 g, according to the principle of a tumbler, the rapid measuring device loses balance when being subjected to an external force, and can restore to the capability of a balanced state after an object is stabilized. The support iron ball 3 slides along the edge of the inner cavity of the support steel pipe 6 under the driving of the connecting chain 4, so that the support 2 and the prism 1 are driven to generate angle change.
Example 1:
the tunnel engineering is a separated cross-ridge short tunnel formed after mountain excavation, the overall direction of the tunnel is about 310 m, the entrance and the exit are end wall type, a fourth series of residual slope lamination layers are covered more, the right hole is a deep buried layer, and the left hole is a shallow buried side. The south, the high and the north of the ridge through which the tunnel passes are low (as shown in figure 1), and bias condition analysis is judged according to the terrain transverse gradient of the tunnel roof and the buried depth of the tunnel, so that the tunnel has a bias phenomenon; and the left tunnel is excavated when the right tunnel is excavated after the right tunnel is excavated into the ruler by 8 m, the left tunnel is excavated again after the tunnel is backfilled stably, the monitoring data in the tunnel after excavation has larger amplitude, and the slope bias effect of the tunnel opening is more obvious. For this purpose, according to the tunnel design drawing, the steel pipe pile is pressed into the slope in an inclined manner (as shown in fig. 1), the expected route of the steel pipe pile 9 is designed in advance, the starting point of the route is a left hole inlet, the end point is a right hole outlet, and the pile top 10 and the pile bottom path of the steel pipe pile are shown in fig. 2. The pile top takes two meters on the left side of the central line of the left and right holes of the tunnel as a starting point, grouting steel pipe piles 9 are evenly driven into the upper soil body along the line at intervals of 5 meters, the total length of the pile top is 62, the included angle between the pile body and the ground is 75 degrees, the pile body is provided with a grouting opening 8, grouting is carried out 7 days after pile pressing, the surrounding soil body and the steel pipe piles are connected into a whole, and steel pipe pile construction is carried out synchronously along with the excavation of the hole.
A back pressure soil retaining slope 12 is arranged on one side of the left hole opening to buffer, the soil retaining slope is a four-step slope, anchor rod (anchor cable) grid beam protection bodies and a hanging net spray-seeding protection surface are adopted, in order to reduce the bias deformation of the tunnel, steel pipes 6 are buried in the slope surfaces of the second-step slope and the fourth-step slope, a quick measuring device is arranged at a position, extending out of the ground, of a pipe orifice by about 1 meter, and the device is used as a slope displacement observation pile. And (3) setting an observation point 1 at the fourth step and an observation point 2 at the second step on the slope main body, designing a monitoring scheme, and observing the slope displacement of the retaining slope. When the soil body on the upper part of the right tunnel slides, the back pressure action thrust of the soil retaining slope on the soil body on the upper part of the tunnel reduces the sliding quantity of the soil body on the upper part, and when the amplitude of the slope measuring point is stable, the bias condition is improved. Meanwhile, the rapid measuring device provided by the invention is arranged at the opening of the steel pipe pile, and the deformation condition of the steel pipe pile is observed while the back pressure soil retaining slope 12 is monitored.
2 monitoring points are buried in each section of the buried settlement point, and are respectively arranged in the center of each step of slope. After the back-pressure side slope is built, the horizontal displacement observation frequency, the determination time and the settlement monitoring are synchronous. The observation of the horizontal displacement adopts a single triangle forward intersection method. The observation precision is less than 1mm, and after all displacement observations are finished, a result curve graph is drawn according to displacement data: ground displacement: load-time-horizontal displacement process line. According to the monitoring result data, the final settlement amount can be estimated by using the change curve of the settlement time, so that the consolidation degree of the soil under the side slope is calculated, the pre-pressing time is determined, excavation can be continued when the settlement in unit time is reduced to an allowable range, and thus the tunnel is stable and the settlement of the side slope after construction meets the design requirements. The monitoring and supporting means are parallel, so that the integral stability of the side slope is enhanced.
Example 2:
when a steep slope penetrates downwards and is constructed with a parallel small-clear-distance tunnel, a bias voltage phenomenon occurs, a fourth-order back pressure soil retaining slope is piled at a tunnel opening on one side of the bias voltage to serve as a support, and quick measuring devices are arranged at the second order and the fourth order of the slope to serve as displacement observation measuring points as shown in fig. 4. When the soil body on the upper part of the right hole slips to the left, the back pressure soil retaining slope is subjected to downward force along the slope, the steel pipe 6 on the slope deviates along with the soil body, the position change of the upper support iron ball 3 along with the steel pipe 6 is caused, and the lower positioning iron ball 5 drives the upper support iron ball to be always kept in a vertical state under the action of gravity, so that the coordinate of the central point of the upper prism is only caused by the slope sliding, and the measurement error caused by the rotation of the prism relative to the steel pipe opening is avoided. Concrete piles are poured at the positions, less disturbed, outside the tunnel, of the tunnel, phi 20 steel bars are embedded in the pile tops, the tops of the piles are ground to be round and cut into cross wires to serve as measuring rear view points, and measuring personnel need to use GPS lofting at the rear view points and record rear view point absolute coordinates (x 0, y0 and z 0) obtained after lofting. In order to observe the treatment condition of the tunnel bias pressure condition caused by the back pressure soil retaining slope, steel pipes are buried in the second and fourth steps of the soil retaining slope, as shown in fig. 5, the displacement observation device is arranged at the opening of the steel pipe, and the center of the prism is used as a subsequent observation center. And (3) carrying out displacement observation on the retaining slope at the frequency of 7 times/week, wherein during each observation, an observer needs to stand at a slope angle, and the TC1800 total station is aligned to the center of the prism of the displacement observation pile to measure and record the absolute coordinates (x 1, y1, z 1) of the displacement observation pile.
Note that the coordinates on the previous day are (x 1, y1, z 1), and the coordinates on the subsequent day are (x 2, y2, z 2), and the change in sedimentation at each measurement of the observation point can be obtained by the z-coordinate displacement change Δ z = z2-z 1. After each measurement, the cumulative deformation (observed coordinates-initial coordinates) and the single-day change amplitude (observed coordinates on the following day-observed coordinates on the preceding day) are calculated from the coordinates. After back pressure retaining slope supporting is carried out, the tunnel bias condition is obviously improved, and the displacement and settlement change amplitude changes within a safety range.
Finally, it should be noted that the above detailed description is only for illustrating the technical solution of the patent and not for limiting, although the patent is described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that the technical solution of the patent can be modified or replaced by equivalents without departing from the spirit and scope of the technical solution of the patent, which should be covered by the claims of the patent.
Claims (10)
1. A method for treating the downward penetration of parallel tunnels on a high and steep soil slope is characterized by comprising the following steps: the method comprises the following steps:
1) Analyzing the generated bias condition according to the topographic transverse gradient of the top of the tunnel and the buried depth of the tunnel in the tunnel excavation process, and accumulating a counter-pressure soil retaining slope at the tunnel portal at the sliding side of a biased soil body;
2) Drilling holes on the step slopes of the main body slope, and embedding a quick measuring device for measuring deformation data of the back-pressure soil retaining slope;
3) Designing an expected steel pipe pile retaining line by taking a left hole inlet as a starting point and a right hole outlet as an end point according to the tunnel line;
4) Setting displacement observation points for the intervals of the back-pressure soil retaining slope, installing a rapid measuring device for the pile top of the steel pipe pile, and observing the displacement of the back-pressure soil retaining slope and the steel pipe pile;
5) Calculating the consolidation degree of the soil under the side slope according to the observation result, and determining the pre-pressing time to form a stable support;
quick measuring device is including supporting steel pipe (6), the top of supporting steel pipe (6) is provided with support iron ball (3), support iron ball (3) are through bottom welded connecting chain (4) and location iron ball (5) fixed connection, top welding support (2) of support iron ball (3), be provided with prism (1) on the support, location iron ball (5) are located the inner chamber that supports steel pipe (6), support iron ball (3) are shelved in and are supported steel pipe (6) top, when supporting steel pipe (6) and warp along the side slope and take place the displacement, location iron ball (5) are influenced by gravity and are kept perpendicular to ground, support iron ball (3) slide along supporting steel pipe (6) inner chamber edge under the drive of connecting link (4) to drive support (2) and prism (1) and produce the angle change.
2. The under-penetration parallel tunnel bias treatment method for the high and steep soil slope according to claim 1, characterized in that: the method for setting the expected steel pipe pile retaining line in the step 3) comprises the following steps: and (3) uniformly and horizontally arranging and obliquely driving the soil slopes at the upper parts of the middle of the left and right holes along the expected line interval into the steel pipe pile, wherein the pile body of the steel pipe pile is provided with uniform grouting holes for grouting soil around and at the bottom of the steel pipe pile.
3. The under-penetration parallel tunnel bias treatment method for the high and steep soil slope according to claim 2, characterized in that: the driving depth of the steel pipe pile does not exceed the maximum depth of the surrounding rock anchor rod, the steel pipe pile and the tunnel surrounding rock anchor rod support are staggered, the path is along the axis direction of the tunnel, and the pipe orifice is 0.5-2 meters higher than the slope surface.
4. The under-penetration parallel tunnel bias treatment method for the high and steep soil slope according to claim 1, characterized in that: the height of the top of the back pressure retaining slope in the step 1) is higher than that of the vault of the tunnel, and the slope is in a step shape.
5. The under-penetration parallel tunnel bias treatment method for the high and steep soil slope according to claim 1, characterized in that: and 4) pouring a concrete pile at the undisturbed position outside the tunnel, embedding a reinforcing steel bar at the pile top, rounding and carving the cross wire at the top of the reinforcing steel bar to be used as a measurement rear view point, lofting by using a GPS by a measurer at the rear view point, and recording the absolute coordinates of the rear view point.
6. The method for treating the downward penetration of the high and steep soil slope by the parallel tunnel bias voltage according to claim 1, which is characterized in that: and 5) after the displacement observation is finished, drawing a ground displacement curve graph according to the displacement observation data: and (3) calculating the final settlement and the consolidation degree of the soil under the side slope by using a load-time-horizontal displacement process line according to a change curve of the settlement time, determining the prepressing time, and continuously excavating when the settlement in unit time is reduced to an allowable range to form a stable support.
7. The under-penetration parallel tunnel bias treatment method for the high and steep soil slope according to claim 2, characterized in that: the inclination angle of the steel pipe pile is 65-75 degrees.
8. A kind of fast measuring device, characterized by: the device is used for realizing the bias treatment method of the high and steep soil slope underpass parallel tunnel according to any one of claims 1 to 7.
9. The rapid measurement device of claim 8, wherein: the mass of the positioning iron ball (5) is not less than 500g.
10. The rapid measurement device of claim 8, wherein: and a mark for collecting coordinates by a total station is arranged at the central position of the prism (1).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107034905A (en) * | 2017-05-25 | 2017-08-11 | 中铁局集团厦门建设工程有限公司 | Control the combination retaining structure and its construction method of biased deformation |
| CN109538236A (en) * | 2018-12-07 | 2019-03-29 | 中铁十局集团有限公司 | A kind of tunnel structure and tunnel construction method |
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| CN110514518B (en) * | 2019-07-19 | 2021-03-26 | 同济大学 | Tunnel lining structure service performance detection method based on tunnel lining disease characteristics |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107034905A (en) * | 2017-05-25 | 2017-08-11 | 中铁局集团厦门建设工程有限公司 | Control the combination retaining structure and its construction method of biased deformation |
| CN109538236A (en) * | 2018-12-07 | 2019-03-29 | 中铁十局集团有限公司 | A kind of tunnel structure and tunnel construction method |
| CN112127900A (en) * | 2020-09-07 | 2020-12-25 | 中国水利水电第十四工程局有限公司 | Construction method for hidden half-wall and half-arch protection structure of exposed arch of shallow-buried bias tunnel penetrating through accumulation body |
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