CN115539047A - Method for reinforcing adjacent building of tunnel - Google Patents
Method for reinforcing adjacent building of tunnel Download PDFInfo
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- CN115539047A CN115539047A CN202211110044.0A CN202211110044A CN115539047A CN 115539047 A CN115539047 A CN 115539047A CN 202211110044 A CN202211110044 A CN 202211110044A CN 115539047 A CN115539047 A CN 115539047A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 39
- 230000002787 reinforcement Effects 0.000 claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 24
- 238000012544 monitoring process Methods 0.000 claims abstract description 20
- 230000007246 mechanism Effects 0.000 claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 61
- 239000010959 steel Substances 0.000 claims description 61
- 239000007788 liquid Substances 0.000 claims description 39
- 239000004568 cement Substances 0.000 claims description 33
- 238000004062 sedimentation Methods 0.000 claims description 33
- 235000019353 potassium silicate Nutrition 0.000 claims description 21
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 20
- 230000008859 change Effects 0.000 claims description 18
- 238000006073 displacement reaction Methods 0.000 claims description 16
- 239000002002 slurry Substances 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 12
- 239000002390 adhesive tape Substances 0.000 claims description 10
- 238000007667 floating Methods 0.000 claims description 9
- 238000001514 detection method Methods 0.000 claims description 8
- 230000008093 supporting effect Effects 0.000 claims description 8
- 239000003292 glue Substances 0.000 claims description 3
- 239000011440 grout Substances 0.000 abstract description 20
- 238000009792 diffusion process Methods 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 8
- 230000004044 response Effects 0.000 abstract description 2
- 238000005553 drilling Methods 0.000 description 10
- 238000010276 construction Methods 0.000 description 5
- 239000011435 rock Substances 0.000 description 5
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 230000002633 protecting effect Effects 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000005465 channeling Effects 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000008398 formation water Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a method for reinforcing a tunnel adjacent building, which comprises the following steps: paving at least one layer of pipe shed in soil between each tunnel and the building for reinforcement; and grouting reinforcement and protection are carried out on the building. The invention adopts a combined reinforcing method of pipe roof support and grouting reinforcement, can effectively control the settlement of the building, can better improve the reinforcing effect of the building and ensure the safety of the structure; when the grouting reinforcement is carried out on the building base, the adopted second grouting pipe is designed to be tree-like, and the second grouting pipe is arranged at an inclined large angle, so that the diffusion range of grout in a soil body is larger, the grouting reinforcement range is expanded, and the grouting reinforcement effect can be improved; meanwhile, a mechanism for monitoring the settlement amount is designed, the settlement amount can be monitored constantly and accurately, and the settlement amount of the building can be effectively controlled according to timely response of the monitored settlement amount.
Description
Technical Field
The invention relates to the technical field of tunnel construction. More particularly, the present invention relates to a method of reinforcing a tunnel adjacent a building.
Background
With the rapid development of cities, underground buildings such as tunnels are inevitably built in prosperous cities, and in limited urban spaces, the tunnels often penetrate through the ground layer near or even under the existing buildings. Excavation in tunnel will certainly form the disturbance to the soil body of building on every side, original stratum equilibrium state suffers destruction, the original stress in stratum will redistribute, influence the stability of building foundation, thereby make the building appear subsiding and even have the risk of collapsing, especially to the district that the construction geological conditions is complicated, the construction degree of difficulty is big, the safety risk is big, propose stricter requirement to construction process and construction technical scheme, consequently, must take reinforcement measure or recovery measure to prevent, control the settlement volume of building, and monitor the settlement volume constantly, in time make a response to the building settlement, ensure structure safety.
A method for reinforcing the ground of shield-driven underground building (application No. 202010462617.0) discloses a reinforcing structure of shield-driven underground building, which comprises a pre-grouting reinforcing area and a pipe shed reinforcing area, wherein the pre-grouting reinforcing area is used for reinforcing the shallow soil below the foundation, the pipe shed reinforcing area is used for reinforcing the surrounding rock area below the shallow soil, and the two reinforcing methods are combined to effectively improve the physical and mechanical properties of the soil, play the roles of reinforcing the foundation, preventing seepage, blocking water, reducing surface subsidence and improving the bearing capacity of the foundation and perform double protection on the building and the tunnel. In the invention, only one layer of pipe shed is adopted for reinforcement, and the supporting effect of the one layer of pipe shed is poor for soft stratum and complex stratum; meanwhile, when grouting is performed in a pre-grouting reinforcement area, sleeve valve pipes are generally adopted, are vertical, and have limited slurry diffusion area, so that the grouting reinforcement effect is limited to a certain extent; in addition, the invention carries out supplementary grouting aiming at the soil disturbance at the vault caused by shield tunneling, a tracking supplementary grouting hole is arranged, grouting is carried out in time near the soil disturbance generation position to reduce loss, and the effect of soil disturbance generated by stratum loss is further reduced. In the prior art, a total station or a level gauge is generally adopted for observing the settlement amount, an observation point mark convenient to identify is arranged at a position to be measured, and the total station or the level gauge is used for intermittent measurement at a fixed (permanent level point) measuring point in a manual mode. The prior art can not efficiently prevent and control the settlement of the building, so that the building reinforcing effect is poor.
Disclosure of Invention
It is an object of the present invention to address at least the above problems and to provide at least the advantages described hereinafter.
The invention also aims to provide a method for reinforcing the immediate vicinity of the tunnel to a building, which adopts a combined reinforcing method of multi-layer pipe shed supporting and grouting reinforcement to realize double protection, effectively prevent and control the settlement of the building, better improve the reinforcing effect of the building and ensure the structural safety. According to the invention, the grouting pipe is designed to be tree-like, so that the diffusion range of the grout is larger, the grouting reinforcement effect is improved, and the problem of limited diffusion area of the grout when the conventional sleeve valve pipe is adopted for grouting is avoided. The invention also designs a mechanism for monitoring the sedimentation amount, which can monitor the sedimentation amount constantly and accurately, and avoids the problem that the sedimentation amount can be monitored only in a discontinuous and manual mode in the prior art.
To achieve these objects and other advantages and in accordance with the purpose of the invention, as embodied and broadly described herein, there is provided a method for reinforcing a tunnel neighborhood building, including:
supporting a pipe shed, and paving at least one layer of pipe shed in soil between each tunnel and a building for reinforcement;
grouting reinforcement, namely grouting reinforcement and protection of a building, and specifically comprises the following steps:
i, arranging a plurality of first grouting holes at the periphery of a building, arranging a first grouting pipe in each first grouting hole, and grouting into the first grouting pipes;
step ii, arranging a plurality of second grouting holes between the first grouting holes and the building, arranging a second grouting pipe in each second grouting hole, wherein each second grouting pipe is dendritic and comprises a main pipeline and a plurality of branch pipelines; grouting into a second grouting pipe;
and iii, arranging a plurality of compensation grouting holes at the periphery of the building, arranging a compensation grouting pipe in each compensation grouting hole, correspondingly arranging a monitoring sedimentation amount device in each compensation grouting hole, wherein each monitoring sedimentation amount device comprises a first container arranged at a sedimentation observation point, a second container arranged at a permanent level point, a water pipe for communicating the first container with the second container and a water level detection mechanism for monitoring the liquid level height of the second container, and grouting into the compensation grouting pipes when the liquid level height change value of the second container is greater than the early warning value.
Preferably, the pipe sheds of one tunnel closest to the building are designed to be two layers, the upper layer pipe shed is obliquely laid on the lower layer pipe shed at an elevation angle of 1 degree, the horizontal centerline interval of the two layers of pipe sheds is 35cm, the length of each layer of pipe shed is 50m, the annular interval of any adjacent steel pipes of each layer of pipe shed is 40cm, and each steel pipe is a phi 108 hot-rolled seamless steel pipe.
Preferably, three steel bars are arranged in each steel pipe, a plurality of fixed steel pipes are arranged at intervals of 30cm in the length direction of the steel bars, and each fixed steel pipe fixedly connects the three steel bars.
Preferably, two first grouting hole groups are arranged in parallel from inside to outside on the periphery of the building, each first grouting hole group comprises a plurality of first grouting holes arranged at intervals along the circumferential direction of the building, the distance between one first grouting hole group close to the inside and the building is 2m, the distance between the two first grouting hole groups is 0.6m, the distance between any two adjacent first grouting holes is 0.6m, and a first grouting pipe with the length of 6m is inserted into each first grouting hole; and (2) grouting in the first grouting pipe by adopting a double-pipe retreating type sectional grouting process, wherein the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1.
Preferably, two second grouting hole groups are symmetrically arranged on two sides of the building, the distance between each second grouting hole group and the building is 1.5m, each second grouting hole group comprises 3 second grouting holes which are arranged at intervals, each second grouting hole extends downwards in an inclined mode towards the direction close to the building, the inclination angles of the three second grouting holes on the same side are respectively 30 degrees, 40 degrees and 50 degrees, and the hole depths are respectively 8m, 9m and 10m; a second grouting pipe is inserted into each second grouting hole, a double-pipe retreating type segmented grouting process is adopted to perform grouting in the second grouting pipes, the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1.
Preferably, a plurality of through holes are arranged on each main pipeline at intervals, one through hole is correspondingly provided with one branch pipeline, and the outer side of each through hole is covered by a water-soluble adhesive tape;
each branch pipeline is perpendicular to the main pipeline and comprises a plurality of coaxial pipe bodies which are sequentially sleeved in a sliding mode, one end, far away from the through hole, of each pipe body is connected with the inner wall of the main pipeline through water-soluble glue, a plurality of elastic pieces are arranged inside the innermost pipe body, one end of each elastic piece is connected with the inner wall of the main pipeline, and the other end of each elastic piece is connected with the other end, close to the through hole, of the innermost pipe body; each elastic member is provided with: when the water-soluble adhesive tape covers the outer side of the through hole, the elastic piece is in a compressed state, the plurality of tube bodies of the branch pipeline are accommodated in the main pipeline, when the water-soluble adhesive tape fails when encountering water, the through hole is opened, and the plurality of tube bodies penetrate through the through hole under the elasticity of the elastic piece and extend to the outer part of the main pipeline;
a plurality of slurry outlet holes are arranged on each main pipeline and each pipe body at intervals.
Preferably, a plurality of compensation grouting holes are arranged at a position 1.5m away from the periphery of the building at intervals along the circumferential direction, the distance between any two adjacent compensation grouting holes is 2m, the hole depth of each compensation grouting hole is 6m, the distance between the two compensation grouting holes adjacent to the second grouting hole and the second grouting hole is 1m, the hole depth of each compensation grouting hole is 6m, the compensation grouting holes are obliquely arranged towards the building direction, the inclination angle is 60 degrees, the compensation grouting pipes are PVC sleeve valves, a retreating type segmented grouting process is adopted to perform grouting in the compensation grouting pipes, the grouting final pressure is 0.5-2.0 MPa, the grouting materials are double-liquid cement and water glass, the volume ratio of cement to water glass is 1, wherein the water cement-cement ratio is 0.8-1.1, and the water glass concentration is 35 baume degree.
Preferably, the sedimentation observation point is arranged near the compensation grouting hole, and the first container and the second container are both containers with equal cross sections and equal cross sections;
the water level detection mechanism comprises a floating plate arranged on the liquid level of the second container and a laser displacement sensor arranged right above the floating plate, the laser displacement sensor is fixed by a fixed support, the laser displacement sensor obtains a change value of the vertical height of the first container by measuring and calculating a change value of the liquid level height in the second container, and the change value is the sedimentation amount of the sedimentation observation point.
Preferably, the early warning value is that the settlement amount is 8-10 mm, or the settlement rate exceeds 2-3 mm/d; and when the liquid level height change value of the second container is larger than the early warning value, grouting into the compensation grouting pipe, and stopping grouting when the elevation of the settlement observation point is within the range of +/-3-4 mm of the initial elevation.
The invention at least comprises the following beneficial effects:
the invention provides a method for reinforcing a building next to a tunnel, which can effectively prevent and efficiently control the settlement of the building, can better improve the reinforcing effect of the building and ensure the safety of the structure.
1. The invention adopts a combined reinforcing method of pipe shed support and grouting reinforcement, improves the self bearing capacity of the surrounding rock by arranging a plurality of layers of pipe shed supports, improves the elastic resistance of the rock mass to the structure, improves the stress condition of the structure and effectively controls the settlement of the building; the grouting reinforcement can improve the strength of the bedrock of the building, reduce the permeability of the bedrock, play a role in preventing the building from settling or inclining, realize double protection and effectively prevent and control the settling amount of the building.
2. When the grouting reinforcement is carried out on the building foundation, the adopted second grouting pipe is designed to be tree-like, so that the diffusion range of the grout in the soil body is larger, the grout is solidified with more weak soil bodies, and the bearing capacity of the stratum is better improved; and the second grouting pipe is arranged at an inclined large angle, so that the grouting reinforcement range is further expanded, and the grouting reinforcement effect is improved.
3. The invention designs a mechanism for monitoring the settlement amount, which can monitor the settlement amount accurately at any time and respond in time according to the monitored settlement amount value to effectively control the settlement amount of the building.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic cross-sectional structure according to the present invention;
FIG. 2 is a schematic view of a longitudinal cross-sectional structure according to the present invention;
FIG. 3 is a cross-sectional view of a second slip casting pipe according to the present invention;
FIG. 4 is a schematic view of a device for monitoring sedimentation amount according to the present invention;
description of reference numerals:
1-lower layer pipe shed; 2-upper pipe shed; 3-a main pipeline of a second grouting pipe; 4-branch pipeline of second grouting pipe; 5-a water-soluble adhesive tape; 6-an elastic member; 7-a first container; 8-a second container; 9-a floating plate; 10-laser displacement sensor.
Detailed Description
The present invention is further described in detail below with reference to the drawings and examples so that those skilled in the art can practice the invention with reference to the description.
It will be understood that terms such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or combinations thereof.
It should be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials described therein are commercially available unless otherwise specified.
In the description of the present invention, the terms "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1, the present invention provides a method for reinforcing a building in the immediate vicinity of a tunnel, comprising:
supporting a pipe shed, and paving at least one layer of pipe shed in soil between each tunnel and a building for reinforcement;
grouting reinforcement, namely grouting reinforcement and protection of a building, and specifically comprises the following steps:
i, arranging a plurality of first grouting holes at the periphery of a building, arranging a first grouting pipe in each first grouting hole, and grouting into the first grouting pipes;
step ii, arranging a plurality of second grouting holes between the plurality of first grouting holes and the building, arranging a second grouting pipe in each second grouting hole, wherein each second grouting pipe is dendritic and comprises a main pipeline 3 and a plurality of branch pipelines 4; grouting into the second grouting pipe;
and iii, arranging a plurality of compensation grouting holes at the periphery of the building, arranging a compensation grouting pipe in each compensation grouting hole, correspondingly arranging a monitoring sedimentation amount device in each compensation grouting hole, wherein each monitoring sedimentation amount device comprises a first container 7 arranged at a sedimentation observation point, a second container 8 arranged at a permanent leveling point, a water pipe for communicating the first container 7 with the second container 8 and a water level detection mechanism for monitoring the liquid level height of the second container 8, and grouting into the compensation grouting pipes when the liquid level height change value of the second container 8 is greater than the early warning value.
The settlement of the building is controlled by adopting a double reinforcing method of pipe shed supporting and grouting reinforcing. At least one layer of pipe shed is paved in soil between each tunnel and the building for reinforcement: step i, mounting the cover arch and the guide pipe: firstly, excavating an arch foundation sheathing groove earth and stone, and pouring concrete to form an arch foundation sheathing; erecting a double-layer four-beam steel arch, wherein four I20a I-shaped steels are arranged on an inner-layer steel arch at a distance of 50cm, I16I-shaped steels are adopted as outer-layer steel arches, the steel arches are connected into a whole by a phi 133mm longitudinal orifice pipe, and the steel arches are fixed by foot locking anchor rods and steel pipes; after the steel arch frame is installed, a plurality of guide pipes are sequentially fixed on the steel arch frame and welded; after the guide pipe is welded, pouring concrete to further fix the arch and the guide pipe; step ii, drilling: drilling holes along the length direction of the guide pipe by using a pipe shed drilling machine; step iii, jacking the steel pipe: then, sequentially ejecting a plurality of steel pipes into the holes by using a machine, and fixing the plurality of steel pipes on the cover arch by using the orifice pipe; step iv, grouting a pipe shed: spraying concrete with the thickness of 20cm on the tunnel face, tightly sealing the end parts of the orifice pipe and the steel pipe by using plain cement paste, and grouting after the concrete is solidified and hardened;
grouting, reinforcing and protecting a building: step i, firstly, constructing a grout stopping curtain: arranging a plurality of first grouting holes at the periphery of a building, arranging a first grouting pipe in each first grouting hole, and grouting the first grouting pipes to form a grout stopping curtain; step ii, reinforcing the building substrate: arranging a plurality of second grouting holes between the first grouting holes and the building, arranging a second grouting pipe in each second grouting hole, and grouting into the second grouting pipes; and step iii, performing compensation grouting: the method comprises the steps that a plurality of compensation grouting holes are arranged on the periphery of a building, one compensation grouting pipe is arranged in each compensation grouting hole, each compensation grouting hole is correspondingly provided with a device for monitoring sedimentation amount, when the sedimentation amount is larger than an early warning value, grouting is carried out in each compensation grouting hole to lift the building, and each device for monitoring sedimentation amount comprises a first container 7 arranged at a sedimentation observation point, a second container 8 arranged at a permanent level point, a water pipe for communicating the first container 7 with the second container 8 and a water level detection mechanism for monitoring the liquid level height of the second container 8.
In the technical scheme, in order to effectively control the settlement of the building, at least one layer of pipe shed is paved between the tunnel and the soil body of the building to serve as a support, and step i, firstly, the installation of the cover arch and the guide pipe is carried out: excavating the arch foundation trench earth and stone by manually matching with an excavator; pouring C25 concrete to form an arch foundation; then erecting double-layer four steel arches (the longitudinal distance is 0.5 m), wherein the inner-layer steel arch adopts four I-shaped steels (I20 a), the distance is 50cm, the end of each I-shaped steel is welded with a connecting steel plate with the thickness of 15mm, the outer-layer steel arch adopts I16I-shaped steel, firstly, all the I-shaped steels are assembled on a flat field in a trial mode, all the I-shaped steels are installed after the planar position and the elevation are ensured to be correct, after the steel arches are installed, the steel arches are connected into a whole by a phi 133mm longitudinal orifice pipe, and the steel arches are fixed by a foot locking anchor rod and a steel pipe supporting method; then fixing a plurality of guide pipes on the steel arch frame in sequence by using phi 22mm fixing ribs and welding; after the guide pipe is welded, pouring a C25 concrete wrapping arch with the thickness of 100cm and the guide pipe; step ii, drilling: a drilling platform and a pipe shed drilling machine are erected, then, a pipe shed drilling machine is used for drilling along the length direction of the guide pipe, and the drilling is sequentially carried out from a high hole position to a low hole position; step iii, jacking the steel pipe: sequentially ejecting a plurality of steel pipes into the holes by using a machine, wherein the joint lengths of the two steel pipes are 3m and 6m respectively, the steel pipe inserted into each hole is a combination of the two steel pipes, any two connected steel pipes are connected by using screw threads, the screw thread length is 15cm, a conical head with the length of 15cm is arranged at the rock-entering end of each steel pipe, slurry outlet holes with the diameter of 12mm are drilled around the side wall of each steel pipe, the distance between the slurry outlet holes is 50cm, the slurry outlet holes are arranged in a staggered manner, reinforcing hoops with the thickness of 10mm are welded at the tail parts of the steel pipes so as to avoid slurry leakage during grouting, and the pipe shed steel pipes are fixed on the cover arch through phi 127 orifice pipes; step iv, grouting a pipe shed: in order to prevent slurry leakage during grouting, concrete with the thickness of 20cm is sprayed on the tunnel face, the end parts of the orifice pipe and the steel pipe are tightly sealed by viscous plain cement slurry, and grouting is performed after the orifice pipe and the steel pipe are solidified and hardened;
the grouting reinforcement technology is characterized in that one or more slurry materials with fluidity, filling property and gelling property are injected into a weak stratum through a grouting pipe according to a certain proportion, and the slurry squeezes away water and air among soil particles in three modes of permeation, splitting and compaction so as to enable the slurry and the original loose soil particles to be bonded into a whole, thereby improving the strength of the foundation rock of the building, reducing the permeability of the foundation rock and playing a role in preventing the building from settling or inclining. Step i, constructing a grout stopping curtain: arranging a plurality of first grouting holes at the periphery of a building, arranging a first grouting pipe in each first grouting hole, grouting into the first grouting pipes, and controlling the flow direction of grout when the formed grout stopping curtain is used for performing building foundation grouting reinforcement and compensation grouting in the subsequent process so as to prevent the grout from dissipating around the stratum and avoid the rising of the ground surface caused by the outward channeling of the grout; step ii, reinforcing a building foundation, arranging a plurality of second grouting holes between the plurality of first grouting holes and the building, arranging a second grouting pipe in each second grouting hole, grouting into the second grouting pipe, filling grout into a weak region of a stratum, improving the compactness of the foundation and forming a bearing layer to fulfill the aim of reinforcing the stratum, wherein each second grouting pipe (comprising a main pipe 3 and a plurality of branch pipes 4) is dendritic, so that the effective diffusion range of the grout in soil is larger, the grout is consolidated with more weak soil, the grouting reinforcement effect is improved, and the problem of limited grout diffusion area when grouting is carried out by adopting a conventional sleeve valve pipe is avoided; and step iii, performing compensation grouting, wherein the compensation grouting is to effectively control the settlement amount of the building, so that a settlement observation point needs to be observed, when the building is greatly settled, grouting is performed in time to lift the building, and the settlement amount of the building is effectively controlled: the method comprises the steps that a plurality of compensation grouting holes are arranged on the periphery of a building, one compensation grouting pipe is arranged in each compensation grouting hole, each compensation grouting hole is correspondingly provided with a monitoring sedimentation device, when the sedimentation value is larger than an early warning value, grouting is carried out in each compensation grouting hole, each monitoring sedimentation device comprises a first container 7 arranged at a sedimentation observation point, a second container 8 arranged at a permanent leveling point, a water pipe for communicating the first container 7 with the second container 8, and a water level detection mechanism for monitoring the liquid level of the second container 8, and as the first container 7 and the second container 8 form a communicating device, when the sedimentation observation point where the first container 7 is located is displaced (settled or lifted) in the vertical direction, the first container 7 can settle or lift along with the first container, the liquid level of the first container 7 can be changed along with the first container, the liquid level of the second container 8 is changed, and the liquid level of the second container 8 can be changed according to the principle of the communicating device, the liquid level change value of the second container 8 and the height change value of the sedimentation point of the first container 7 (or the sedimentation point) can reflect the sedimentation value, and the liquid level of the second container 8 can be changed.
In another technical scheme, the pipe sheds of one tunnel closest to a building are designed to be two layers, so that a better supporting and protecting effect can be provided, and a better building reinforcing effect can be achieved.
In another technical scheme, in order to increase the rigidity and the strength of the pipe shed, three phi 22 steel bars are arranged in the steel pipe, a plurality of phi 42 multiplied by 3.5mm fixed steel pipes are arranged at intervals of 30cm in the length direction of the steel bars, and each fixed steel pipe fixedly connects the three steel bars.
In another technical scheme, two first grouting hole groups are arranged in parallel from inside to outside on the periphery of a building, each first grouting hole group comprises a plurality of first grouting holes which are arranged at intervals along the circumferential direction of the building, the distance between one first grouting hole group close to the inside and the building is 2m, the distance between the two first grouting hole groups is 0.6m, the distance between any two adjacent first grouting holes is 0.6m, and a first grouting pipe with the length of 6m is inserted into each first grouting hole; the method comprises the steps of adopting a double-pipe retreating type segmented grouting process to perform grouting in a first grouting pipe, wherein the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1.
In another technical scheme, two second grouting hole groups are symmetrically arranged on two sides of a building, the distance between each second grouting hole group and the building is 1.5m, each second grouting hole group comprises 3 second grouting holes which are arranged at intervals, each second grouting hole extends downwards in an inclined mode towards the direction close to the building, the inclination angles of the three second grouting holes positioned on the same side are respectively 30 degrees, 40 degrees and 50 degrees, and the hole depths are respectively 8m, 9m and 10m; a second grouting pipe is inserted into each second grouting hole, a double-pipe retreating type segmented grouting process is adopted to perform grouting in the second grouting pipe, the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1; the second grouting pipe is arranged in the inclined large-angle mode, so that the grouting reinforcement range can be effectively expanded, and the reinforcement effect of the building is improved.
In another technical scheme, as shown in fig. 3, a plurality of through holes are arranged on each main pipeline 3 at intervals, one through hole is correspondingly provided with one branch pipeline 4, and the outer side of each through hole is covered by a water-soluble adhesive tape 5; each branch pipeline 4 is perpendicular to the main pipeline 3, each branch pipeline 4 comprises a plurality of coaxial pipe bodies which are sequentially sleeved in a sliding mode, one end, far away from the through hole, of each pipe body is connected with the inner wall of the main pipeline 3 through water-soluble glue, a plurality of elastic pieces 6 are arranged inside the innermost pipe body, one end of each elastic piece 6 is connected with the inner wall of the main pipeline 3, and the other end of each elastic piece 6 is connected with the other end, close to the through hole, of the innermost pipe body; when the second grouting pipe is not inserted into the second grouting hole, the outer side of the through hole is covered by a water-soluble adhesive tape 5, the elastic part 6 is in a compressed state, the plurality of pipe bodies of the branch pipe 4 can be accommodated in the main pipe 3, the second grouting pipe is inserted into the second grouting hole, the water-soluble adhesive tape 5 loses efficacy when meeting formation water, the through hole is opened, the plurality of pipe bodies penetrate through the through hole under the elasticity of the elastic part 6 and extend to the outer side of the main pipe 3, and the second grouting pipe is in a dendritic shape; simultaneously, a plurality of grout outlet holes are arranged on each main pipeline 3 and each pipe body at intervals. Because the second grouting hole formed by drilling is generally vertical, the branch pipeline is designed to be compressible and storable in order to facilitate the second grouting pipe to be inserted into the second grouting hole; the branch pipeline extends into the soil body under the action of the elastic piece, so that the diffusion range of grout in the soil body during grouting is larger, the grout is consolidated with more weak soil bodies, the bearing capacity of the stratum is better improved, the problem that the grout diffusion surface is limited by adopting a conventional sleeve valve pipe is solved, and the grouting reinforcement effect of a building can be improved; meanwhile, the branch pipeline has certain rigidity and strength, and can play a certain anchoring role in the soil body, so that the stratum bearing capacity is further improved.
In another technical scheme, a plurality of compensation grouting holes are circumferentially arranged at intervals at a position 1.5m away from the periphery of a building, the distance between any two adjacent compensation grouting holes is 2m, the distance between the two compensation grouting holes adjacent to a second grouting hole is 1m, the hole depth of each compensation grouting hole is 6m, the compensation grouting holes are obliquely arranged towards the direction of the building, the inclination angle is 60 degrees, the compensation grouting pipes are PVC sleeve valve pipes, a backward type segmented grouting process is adopted to perform grouting in the compensation grouting pipes, the grouting final pressure is 0.5-2.0 MPa, the used grouting materials are double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1, the double-liquid cement has the advantages of good controllability, high concreting rate and the like, wherein the cement water cement ratio is 0.8-1.1, and the water glass concentration is 35 baume degrees.
In another technical scheme, a settlement observation point is arranged near a compensation grouting hole, as shown in fig. 4, a first container 7 and a second container 8 are both equal-section containers with equal sectional areas, a water level detection mechanism comprises a floating plate 9 arranged on the liquid level of the second container 8 and a laser displacement sensor 10 arranged right above the floating plate 9, a laser emitter of the laser displacement sensor 10 is vertically aligned with the floating plate 9, and the laser displacement sensor 10 is fixed by a fixing support; the laser displacement sensor 10 calculates the change value of the liquid level in the second container 8 to obtain the change value of the vertical height of the first container 7, and the value is the settlement amount of the settlement observation point.
The specific mechanism for measuring and calculating the sedimentation amount is as follows: the laser emitter of the laser displacement sensor 10 emits laser to the floating plate 9 and measures the round trip time of the laser, the round trip time is multiplied by the light speed to obtain the round trip distance, and half of the round trip distance is the distance h between the liquid level in the second container 8 and the laser emitter of the laser displacement sensor 10 0 (unit: mm); when the height of the settlement observation point where the first container 7 is located changes (settles or rises), the first container 7 also generates height displacement (settles or rises), the liquid level of the second container 8 changes (lowers or rises) due to the communication device formed by the first container 7 and the second container 8, and the laser displacement sensor 10 can measure the distance h between the second container 8 and the laser emitter of the laser sensor at the moment t (unit: mm), the value of change in the liquid level of the second container 8 (h) t -h 0 ) (unit: mm) and the value of the height change X of the first container (unit: mm) there is a numerical relationship: x = (h) t -h 0 ) 2, unit: mm, and therefore the sedimentation amount of the first container 7 (or the sedimentation observation point) is obtained by constantly monitoring the liquid level height change value of the second container 8.
In another technical scheme, the early warning value is set as that the sedimentation amount is 8-10 mm, or the sedimentation rate exceeds 2-3 mm/d; when the variation value of the liquid level height of the second container 8 is larger than the early warning value, grouting is performed in the compensation grouting pipe, and when the elevation of the settlement observation point is in the range of + 3-4 mm or-3-4 mm of the initial elevation, grouting is stopped, namely the liquid level height of the second container 8 is 1.5-2 mm higher or 1.5-2 mm lower than the initial liquid level height, the numerical range measured by the laser displacement sensor 10 is (h) 0 -1.5)～(h 0 -2) or (h 0 +1.5)～(h 0 + 2), unit: mm; the grouting material is double-liquid cement and water glass slurry, the volume ratio of the cement to the water glass is 1.
The number of apparatuses and the scale of the process described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be apparent to those skilled in the art.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (9)
1. A method of reinforcing a tunnel adjacent a building, comprising:
supporting a pipe shed, and paving at least one layer of pipe shed in soil between each tunnel and a building for reinforcement;
grouting reinforcement, namely grouting reinforcement and protection of a building, and specifically comprises the following steps:
i, arranging a plurality of first grouting holes at the periphery of a building, arranging a first grouting pipe in each first grouting hole, and grouting into the first grouting pipes;
step ii, arranging a plurality of second grouting holes between the first grouting holes and the building, arranging a second grouting pipe in each second grouting hole, wherein each second grouting pipe is dendritic and comprises a main pipeline and a plurality of branch pipelines; grouting into a second grouting pipe;
and iii, arranging a plurality of compensation grouting holes at the periphery of the building, arranging a compensation grouting pipe in each compensation grouting hole, correspondingly arranging a monitoring sedimentation amount device in each compensation grouting hole, wherein each monitoring sedimentation amount device comprises a first container arranged at a sedimentation observation point, a second container arranged at a permanent level point, a water pipe for communicating the first container with the second container and a water level detection mechanism for monitoring the liquid level height of the second container, and grouting into the compensation grouting pipes when the liquid level height change value of the second container is greater than the early warning value.
2. The method for reinforcing a tunnel adjacent to a building according to claim 1, wherein the pipe sheds of a tunnel closest to the building are designed to be two layers, the pipe sheds of the upper layer are obliquely laid on the pipe sheds of the lower layer at an elevation angle of 1 degree, the horizontal centerline spacing of the pipe sheds of the two layers is 35cm, the length of each pipe shed of the two layers is 50m, the circumferential spacing of any adjacent steel pipes of each pipe shed is 40cm, and each steel pipe is a phi 108 hot-rolled seamless steel pipe.
3. The method for reinforcing a tunnel adjacent to a building as claimed in claim 2, wherein three reinforcing bars are provided in each steel pipe, a plurality of fixing steel pipes are arranged at intervals of 30cm in a length direction of the reinforcing bars, and each fixing steel pipe fixedly connects the three reinforcing bars.
4. The method for reinforcing a tunnel adjacent to a building according to claim 1, wherein two first grouting hole groups are arranged in parallel from inside to outside on the periphery of the building, each first grouting hole group comprises a plurality of first grouting holes arranged at intervals along the circumference of the building, the distance between the inner one of the first grouting hole groups and the building is 2m, the distance between the two first grouting hole groups is 0.6m, the distance between any two adjacent first grouting holes is 0.6m, and a first grouting pipe with the length of 6m is inserted into each first grouting hole; and (2) grouting in the first grouting pipe by adopting a double-pipe retreating type sectional grouting process, wherein the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement of cement and water glass, the volume ratio of the cement to the water glass is 1.
5. The method for reinforcing a tunnel adjacent to a building according to claim 1, wherein two second grouting hole groups are symmetrically arranged on two sides of the building, each second grouting hole group is 1.5m away from the building, each second grouting hole group comprises 3 second grouting holes which are arranged at intervals, each second grouting hole extends downwards in an inclined way towards the direction close to the building, the inclination angles of the three second grouting holes on the same side are respectively 30 degrees, 40 degrees and 50 degrees, and the hole depths are respectively 8m, 9m and 10m; a second grouting pipe is inserted into each second grouting hole, a double-pipe retreating type segmented grouting process is adopted to perform grouting in the second grouting pipes, the final grouting pressure is 0.6-1.0 MPa, the grouting amount is 200-300L/m, the used grouting material is double-liquid cement and water glass, the volume ratio of the cement to the water glass is 1.
6. The method for reinforcing a tunnel adjacent to a building according to claim 1, wherein a plurality of through holes are provided at intervals on each main pipe, one branch pipe is provided corresponding to one through hole, and the outside of each through hole is covered by a water-soluble adhesive tape;
each branch pipeline is perpendicular to the main pipeline and comprises a plurality of coaxial pipe bodies which are sequentially sleeved in a sliding mode, one end, far away from the through hole, of each pipe body is connected with the inner wall of the main pipeline through water-soluble glue, a plurality of elastic pieces are arranged inside the innermost pipe body, one end of each elastic piece is connected with the inner wall of the main pipeline, and the other end of each elastic piece is connected with the other end, close to the through hole, of the innermost pipe body; each elastic member is provided with: when the water-soluble adhesive tape covers the outer side of the through hole, the elastic part is in a compressed state, the plurality of tube bodies of the branch pipeline are accommodated in the main pipeline, when the water-soluble adhesive tape fails when encountering water, the through hole is opened, and the plurality of tube bodies penetrate through the through hole under the elasticity of the elastic part and extend to the outside of the main pipeline;
a plurality of slurry outlet holes are arranged on each main pipeline and each pipe body at intervals.
7. The method for reinforcing the tunnel next to the building as claimed in claim 1, wherein a plurality of compensation grouting holes are circumferentially arranged at intervals at 1.5m of the periphery of the building, the distance between any two adjacent compensation grouting holes is 2m, the distance between two compensation grouting holes adjacent to the second grouting hole is 1m, the hole depth of each compensation grouting hole is 6m, the compensation grouting holes are obliquely arranged towards the building direction, the inclination angle is 60 degrees, the compensation grouting pipes are PVC sleeve valves, a backward segmented grouting process is adopted to perform grouting in the compensation grouting pipes, the grouting final pressure is 0.5-2.0 MPa, the grouting materials are cement-water glass double-liquid cement, the volume ratio of cement-water glass is 1, the cement-cement water cement ratio is 0.8-1.1, and the water glass concentration is 35 baume degree.
8. The method for reinforcing a tunnel immediate vicinity building as claimed in claim 1 or 7, characterized in that a settlement observation point is provided in the vicinity of the compensation grouting hole, and the first container and the second container are each a container of equal cross section having an equal cross section;
the water level detection mechanism comprises a floating plate arranged on the liquid level of the second container and a laser displacement sensor arranged right above the floating plate, the laser displacement sensor is fixed by a fixing support, the laser displacement sensor obtains a change value of the vertical height of the first container by measuring and calculating a change value of the liquid level height in the second container, and the change value is the settlement amount of the settlement observation point.
9. The method for reinforcing the immediate vicinity of the tunnel building of claim 1, wherein the early warning value is a settlement amount of 8-10 mm, or a settlement rate exceeding 2-3 mm/d; and when the height change value of the liquid level of the second container is greater than the early warning value, grouting into the compensation grouting pipe, and stopping grouting when the elevation of the settlement observation point is within the range of +/-3-4 mm of the initial elevation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211110044.0A CN115539047A (en) | 2022-09-13 | 2022-09-13 | Method for reinforcing adjacent building of tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117988882A (en) * | 2024-01-22 | 2024-05-07 | 云南省交通规划设计研究院股份有限公司 | Integrated reinforcement method for short-distance tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117988882A (en) * | 2024-01-22 | 2024-05-07 | 云南省交通规划设计研究院股份有限公司 | Integrated reinforcement method for short-distance tunnel |
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