CN113356889B - Box type reinforcing method for advanced drill pipe right above tunnel - Google Patents
Box type reinforcing method for advanced drill pipe right above tunnel Download PDFInfo
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- CN113356889B CN113356889B CN202110797109.2A CN202110797109A CN113356889B CN 113356889 B CN113356889 B CN 113356889B CN 202110797109 A CN202110797109 A CN 202110797109A CN 113356889 B CN113356889 B CN 113356889B
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 title claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 31
- 238000009412 basement excavation Methods 0.000 claims abstract description 30
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 17
- 239000010959 steel Substances 0.000 claims abstract description 17
- 238000007596 consolidation process Methods 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims description 45
- 238000010276 construction Methods 0.000 claims description 39
- 238000005553 drilling Methods 0.000 claims description 28
- 238000002955 isolation Methods 0.000 claims description 24
- 239000011440 grout Substances 0.000 claims description 17
- 230000000694 effects Effects 0.000 claims description 14
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 238000005507 spraying Methods 0.000 claims 2
- 238000007569 slipcasting Methods 0.000 description 4
- 238000011161 development Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000004513 sizing Methods 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A box type reinforcing method for an advance drill pipe right above a tunnel belongs to the technical field of foundation pit excavation and reinforcement. The drill pipe consists of a hollow drill bit and one or more connecting pipes; the hollow drill bit is composed of a conical head and a circular steel pipe which are manufactured into a whole, inner threads and outer threads are arranged on the inner wall and the outer wall of the conical head, the outer threads are positive threads, the inner threads are reverse threads, inner connecting threads I are arranged at the tail end of the inner wall of the circular steel pipe, inner connecting threads II are arranged at one end of the inner wall of the connecting pipe, and outer connecting threads are arranged at the other end of the outer wall of the connecting pipe; a plurality of first slurry outlet consolidation holes are formed in the cylinder and the connecting pipe; when the number of the connecting pipes is one, the hollow drill bit is in threaded connection with the connecting pipes; when the number of the connecting pipes is multiple, every two adjacent connecting pipes are connected through threads to form a splicing connecting pipe, and the splicing connecting pipe is connected with the hollow drill bit in a screwing manner; during grouting, the sleeve valve grouting pipe is arranged in the drill pipe and is in tight fit with the drill pipe. The method is used for reinforcing the right upper part of the existing subway tunnel.
Description
Technical Field
The invention belongs to the technical field of foundation pit excavation reinforcement, and particularly relates to a box type reinforcement method for an advance drill pipe right above a tunnel.
Background
The development of urban underground rail transit can effectively support and lead the expansion of urban spatial layout, and drive the development of the economy around the subway, so that various engineering activities carried out around the existing operation subway tunnel become increasingly frequent, and the accompanying subway is inevitably close to the engineering of a deep and large foundation pit. In order to ensure the safety of the subway tunnel, many countries and regions give control standards for the stress and deformation of the subway tunnel. The protection measures of the existing subway tunnel structure are lack of systematic research, and the existing subway tunnel structure is limited to reducing the deformation of a foundation pit so as to reduce the risk of overlarge tunnel deformation, such as research aiming at warehouse division excavation of the foundation pit and the like. Such methods often lack initiative, and once the subway tunnel is largely deformed in the construction process, it is difficult to remedy and control further deformation of the subway tunnel. Therefore, a new reinforcing method for excavation construction above the subway tunnel is needed to solve the above problems.
In addition, current slip casting device slip casting effect is comparatively single, and need build the slip casting hole in advance to slip casting reinforcement area. And the grouting effect is not ideal, and slurry leakage is easy to occur or the grouting pressure cannot achieve the expected purpose. In addition, the form of the grouting concretes after grouting cannot be controlled, and even the grouting concretes are concentrated and agglomerated or are slightly loosened, so that the effect of uniform grouting cannot be achieved. For some special grouting reinforcement projects, directional grouting cannot be achieved, only circumferential grouting can be performed, slurry waste is easily caused, and construction cost is increased.
Disclosure of Invention
One of the objectives of the present invention is to solve the above problems in the prior art, and to provide a box-type reinforcement method for an advance drill pipe right above a tunnel, which can effectively achieve the purpose of protecting the subway tunnel.
The invention also aims to solve the problems of the existing grouting device and provide the grouting device for the advance drill pipe right above the tunnel so as to meet the advance grouting reinforcement effect of the advance box type reinforcement construction method.
In order to solve the technical problems, the invention adopts the following technical scheme:
a grouting device for an advanced drill pipe right above a tunnel comprises a sleeve valve grouting pipe and a drill pipe; the drill pipe consists of a hollow drill bit and one or more connecting pipes; the hollow drill bit is composed of a conical head and a circular steel pipe which are manufactured into a whole, inner threads and outer threads are arranged on the inner wall and the outer wall of the conical head, the outer threads arranged on the outer wall of the conical head are positive-rotation threads, the inner threads arranged on the inner wall of the conical head are reverse-rotation threads, an inner connecting thread I is arranged at the tail end of the inner wall of the circular steel pipe, an inner connecting thread II is arranged at one end of the inner wall of the connecting pipe, and an outer connecting thread is arranged at the other end of the outer wall of the connecting pipe; a plurality of slurry outlet consolidation holes I are formed in the round steel pipe and the connecting pipe;
when the number of the connecting pipes is one, the internal connecting thread I of the hollow drill bit is screwed with the external connecting thread I of the connecting pipe; when the number of the connecting pipes is multiple, every two adjacent connecting pipes are connected in a screwing mode through the internal connecting threads II and the external connecting threads to form a splicing connecting pipe, and the external connecting threads of the connecting pipes at any end in the splicing connecting pipes are connected in a screwing mode with the internal connecting threads I of the hollow drill bit; during grouting, the sleeve valve grouting pipe is arranged in the drill pipe and is in tight fit with the drill pipe.
A box type reinforcing method for an advance drill pipe right above a tunnel by using a grouting device for the advance drill pipe right above the tunnel comprises the following steps:
the method comprises the following steps: firstly, according to a subway tunnel protection red line, constructing foundation pit two-side fender posts outside the subway tunnel protection red line, performing primary foundation pit excavation on two sides of the subway tunnel, and requiring that the lower ends of the foundation pit two-side fender posts are deep into the bottom of the subway tunnel;
step two: when a first-stage foundation pit except a subway tunnel protection red line is excavated, constructing isolation piles at two sides of the subway tunnel at the same time, wherein the minimum horizontal distance between the isolation piles and the outermost side of the subway tunnel is not less than 3m, driving a plurality of rows of isolation piles, and effectively protecting the subway tunnel so as to reduce the lateral displacement of the subway tunnel caused by excavation of the foundation pits at two sides of the subway tunnel;
step three: after the first-stage foundation pits on two sides of the subway tunnel are excavated to the structural elevation and the bottom plate is poured, the drill pipe is used for conducting lateral long-distance drilling construction, firstly, a hollow drill bit is used for drilling, the forward-rotation threads on the outer wall of the hollow drill bit are used for drilling a soil body, the reverse-rotation threads on the inner wall of the hollow drill bit are used for rotating the soil body out of the pipe body in the drilling process, the splicing connecting pipe continuously drills in along with the drilling of the hollow drill bit, and the end point is that the splicing connecting pipe drills to the isolation pile on the same side; then, cleaning soil in the drill pipe, tightly placing the sleeve valve grouting pipes into the drill pipe, simultaneously continuously infiltrating the grout into the surrounding soil body through the grout outlet consolidation holes II of the sleeve valve grouting pipes along with the grouting of the sleeve valve grouting pipes to achieve the effect of grouting reinforcement, simultaneously connecting the grout infiltrating into the soil body with the grout in the connecting pipe to form a steel pipe concrete pile with tree branches, and establishing corresponding waist beams when the drill pipe completes drilling in one row, so that the drill pipe and the fender posts on two sides of the foundation pit are connected into a whole, and the lateral displacement of the subway tunnel is effectively prevented;
step four: when the first-stage foundation pit bottom plates on two sides of the subway tunnel are poured and the lateral drill pipes are drilled, first-stage structural construction is carried out to form a stacking effect; then, reinforcing the soil body right above the subway tunnel, firstly carrying out jet grouting reinforcement pile construction right above the subway tunnel, then carrying out soil body excavation right above the subway tunnel, adopting layered and strip-by-strip skip symmetrical excavation, firstly carrying out excavation of the soil body between the fender posts and the isolation posts on two sides of the foundation pit, carrying out slope-placing and continuing downward excavation when an underground negative layer of bottom plate elevation is excavated until the bottom elevation position of the jet grouting reinforcement pile is excavated, carrying out construction of an equipment parking temporary platform, starting drilling pipe operation, cleaning the soil in a drilling pipe after top drilling reaches a specified position, and tightly placing a sleeve valve grouting pipe into the drilling pipe for grouting; after the construction of the drill pipe is finished, slope releasing and soil backfilling are carried out, after the top of the jet grouting reinforcement pile is backfilled, equipment parking temporary platform operation is carried out, then the construction of the drill pipe at the top is carried out, and after the construction of the drill pipe at the top is finished, a box type reinforcement structure is formed above the subway tunnel; then, carrying out construction of an underground negative layer bottom plate, and connecting the underground negative layer bottom plate, the fender posts on two sides of the foundation pit and the tunnel isolation piles into a whole;
step five: after the pouring of the underground negative one-layer bottom plate is finished by local part-layer strip-by-strip skip symmetrical excavation, the construction of the upper negative one-layer structure top plate is carried out, including the construction of a temporary reinforcing rib wall; after the construction of the top plate with the negative layer of the structure is finished, the layered strip-by-strip cabin-jumping symmetrical excavation of other non-excavated parts is carried out, after the soil between the fender piles and the isolation piles at the two sides of the foundation pit is excavated and the structure construction is finished, all structural members are connected into a whole.
Compared with the prior art, the invention has the beneficial effects that:
the traditional excavation method right above the subway is basically implemented by post-reinforcement measures or has overhigh reinforcement construction cost or has unsatisfactory prevention, control and reinforcement effects. The invention relates to advanced reinforcement, namely advanced prevention and control reinforcement is carried out on a reserved soil body above a tunnel before excavation unloading of the soil body above the subway tunnel, so that a tunnel structure is already in a safety protection state when formal excavation unloading is carried out above the subway tunnel in the later period. And a new grouting device is adopted, the grouting device can not only perform advanced drilling reinforcement before soil body excavation right above the subway tunnel, but also perform directional grouting by combining sleeve valve pipes, and grouting slurry can directionally overflow from a drilling pipe slurry outlet consolidation hole to perform directional grouting reinforcement, so that the use of slurry is reduced, the construction cost can be reduced, and the reinforcement effect is greatly improved.
Drawings
FIG. 1 is a first isometric view of a core drill bit;
FIG. 2 is an isometric view of a hollow drill bit;
FIG. 3 is an isometric view of a connecting tube;
FIG. 4 is an isometric view of the connecting tube two;
FIG. 5 is a schematic illustration of the drill pipe prior to assembly;
FIG. 6 is a schematic view of a box reinforcement structure;
FIG. 7 is a schematic diagram of a layered strip-by-strip skip symmetrical excavation structure;
FIG. 8 is a schematic illustration of the pipe drilling operation in the construction of the equipment parking temporary platform;
fig. 9 is a front cross-sectional view of the sleeve valve sizing tube. The arrows pointing downwards in the figure indicate the grouting direction.
The names and reference numbers of the components referred to in the above figures are as follows:
the device comprises a back-rotation thread 1, a forward-rotation thread 2, a grout outlet consolidation hole I3, an internal connecting thread I4, an external connecting thread 5, an internal connecting thread II 6, a subway tunnel 7, a positioning ring 8, a jet grouting reinforcement pile 9, an underground negative layer bottom plate 10, an equipment parking temporary platform 11, an isolation pile 12, a fender pile 18, a temporary reinforcement rib wall 20, a slope 25, a drill pipe 26, a 6-minute steel pipe 27, a connecting piece I28, a grout stop ring I29, a steel pipe opening 30, a grout stop ring II 31, a pointed bottom 32, a connecting piece II 33, a grouting pipe opening 34 and a PVC grouting pipe 35.
Detailed Description
The first specific implementation way is as follows: as shown in fig. 1-5 and 9, the present embodiment discloses a grouting device for a pilot drill pipe right above a tunnel, which comprises a sleeve valve grouting pipe (prior art) and a drill pipe 26; the drill pipe 26 consists of a hollow drill bit and one or more connecting pipes; the hollow drill bit is composed of a conical head and a round steel pipe which are manufactured into a whole, inner threads and outer threads are arranged on the inner wall and the outer wall of the conical head, the outer threads arranged on the outer wall of the conical head are positive-rotation threads 2, the inner threads arranged on the inner wall of the conical head are negative-rotation threads 1, an inner connecting thread I4 is arranged at the tail end of the inner wall of the round steel pipe, an inner connecting thread II 6 is arranged at one end of the inner wall of the connecting pipe, and an outer connecting thread 5 is arranged at the other end of the outer wall of the connecting pipe; a plurality of slurry outlet consolidation holes I3 are formed in the round steel pipe and the connecting pipe;
when the number of the connecting pipes is one, the internal connecting thread I4 of the hollow drill bit is screwed with the external connecting thread 5 of the connecting pipe; when the number of the connecting pipes is multiple, every two adjacent connecting pipes are connected in a screwing manner through an inner connecting thread II 6 and an outer connecting thread 5 to form a splicing connecting pipe, the outer connecting thread 5 of the connecting pipe positioned at any end in the splicing connecting pipe is connected with an inner connecting thread I4 of the hollow drill bit in a screwing manner (the drilling pipe 26 is drilled by a mountain-opening KG420S crawler-type down-the-hole drill carriage); during grouting, the sleeve valve grouting pipe (in the prior art) is arranged in the drill pipe 26 and is in tight fit with the drill pipe 26 (the sleeve valve grouting pipe is in tight fit connection with the inner wall of a connecting pipe of the drill pipe 26 through a positioning ring 8 arranged on the outer wall of the grouting pipe of the sleeve valve grouting pipe).
Furthermore, the hollow drill bit and the connecting pipe are both steel pipes.
Furthermore, the slurry outlet consolidation holes 3 are all round holes (the diameter of the round holes, the number of the open holes and the density can be changed according to actual needs).
The second embodiment is as follows: as shown in fig. 1 to 9, in this embodiment, a box-type reinforcement method for a lead pipe right above a tunnel is implemented by using a grouting device according to the first embodiment, where the reinforcement method includes the following steps:
the method comprises the following steps: firstly, protecting a red line according to a subway tunnel 7, driving guard piles 18 at two sides of a foundation pit outside the red line protected by the subway tunnel 7, excavating a first-stage foundation pit at two sides of the subway tunnel 7, and requiring that the lower ends of the guard piles 18 at two sides of the foundation pit penetrate into the bottom of the subway tunnel 7 (a plurality of waist beams can be properly arranged according to the excavation depth of the foundation pit);
step two: when excavation of a first-stage foundation pit except a red line protected by the subway tunnel 7 is carried out, isolation piles 12 on two sides of the subway tunnel 7 are simultaneously constructed, the minimum horizontal distance between each isolation pile 12 and the outermost side of the subway tunnel 7 is not less than 3m, a plurality of rows of isolation piles 12 (preferably four rows of isolation piles 12) are arranged in a driving mode, the subway tunnel 7 is effectively protected, and therefore the lateral displacement of the subway tunnel 7 caused by excavation of the foundation pits on two sides of the subway tunnel 7 is reduced;
step three: when the first-stage foundation pits on two sides of the subway tunnel 7 are excavated to the structural elevation and the pouring of the bottom plates (the bottom plates refer to the first-stage foundation pit bottom plates on two sides of the subway tunnel 7) is completed, the drill pipe 26 is utilized to carry out lateral long-distance (the lateral drilling distance can be kept at about 20m-25 m) drilling construction (the diameter of the outer wall of a connecting pipe of the drill pipe 26 is slightly smaller than that of the outer wall of the fender posts 18 on two sides of the foundation pit or the diameter is adjusted according to the construction structure requirement); then, cleaning the soil in the drill pipe 26, tightly placing the sleeve valve grouting pipe into the drill pipe 26, and simultaneously controlling the grouting pressure of split grouting to be within 0.2-0.5MPa along with the grouting of the sleeve valve grouting pipe (the grouting pressure is different due to different soil qualities, for example, when grouting in sandy soil, the grouting pressure is controlled to be within 0.2-0.3MPa, if the grouting pressure is in cohesive soil, the grouting pressure is controlled to be within 25-75mm, if cement mortar is selected as the grout, the grouting pressure is 1-7MPa, if the slump is smaller, the grouting pressure can be an upper limit value, if cement-water-glass double-liquid quick setting grout is adopted, the grouting pressure is smaller than 1MPa), grout continuously permeates into the surrounding soil body through a grout outlet consolidation hole of the sleeve valve grouting pipe to achieve the grouting effect, and meanwhile, the grout permeating into the soil body and a branch of a steel pipe connected with a connecting pipe in the connecting pipe are tree-shaped concrete pipe, and the branch grout is penetrated into the soil body When the drilling pipes 26 finish one row of drilling, corresponding waist beams are established, so that the drilling pipes 26 are connected with the fender posts 18 on the two sides of the foundation pit into a whole, and the lateral displacement of the subway tunnel is effectively prevented;
step four: when the first-stage foundation pit bottom plates on two sides of the subway tunnel 7 are poured and drilled, and the lateral drill pipes 26 are drilled, first-stage structure construction (the first-stage structure construction mainly comprises beams, columns, floor slabs, shear walls and the like of a main building structure) is carried out to form a stacking effect (so that the resilience hysteresis effect of a soil body caused by foundation pit unloading is relieved); then, reinforcing the soil body right above the subway tunnel 7, firstly constructing a jet grouting reinforcement pile 9 right above the subway tunnel 7, then excavating the soil body right above the subway tunnel 7, adopting layered and strip-by-strip skip cabin symmetrical excavation, firstly excavating the soil body between a foundation pit two-side fender post 18 and an isolation pile 12, when excavating to the height of an underground negative layer bottom plate 10, continuously excavating downwards by an inclined slope 25 until excavating to the height position of the bottom of the jet grouting reinforcement pile 9, constructing an equipment parking temporary platform 11, starting the operation of a drill pipe 26 (the diameter of the outer wall of the drill pipe 26 is 500mm, and adjusting the size according to the self condition of a foundation pit project), after top drilling to a specified position, cleaning the soil in the drill pipe 26, and fastening and placing a valve grouting pipe into the drill pipe 26 for grouting (the soil quality is different, and the grouting pressure is also different); after the construction of the drill pipe 26 is finished, the slope 25 is set to back fill (the original soil can be replaced by the soil with better soil quality, or the original soil can be directly back filled), after the soil is back filled to the top of the jet grouting reinforcing pile 9, the temporary platform 11 operation of equipment parking is carried out, then the construction of the drill pipe 26 at the top is carried out, and after the construction of the drill pipe 26 at the top is finished, a box type reinforcing structure is formed above the subway tunnel 7; then, constructing an underground negative layer of bottom plate 10, and connecting the underground negative layer of bottom plate 10, the fender posts 18 on two sides of the foundation pit and the tunnel isolation posts 12 into a whole (so that a high-rigidity counter-pressure structure is formed);
step five: after the underground negative layer bottom plate 10 is poured by local partial layer strip-by-strip chamber-skipping symmetrical excavation, the construction of the upper negative layer structure top plate is carried out, including the construction of a temporary reinforcing rib wall 20 (compared with the traditional reinforcing structure, the rigidity is higher, the self weight of the upper structure can be equivalent to the effective stacking, and the subway tunnel 7 is effectively prevented from floating upwards due to excavation); after the construction of the bearing layer structure top plate is completed, the layered strip-by-strip cabin-skipping symmetrical excavation of other non-excavated parts is carried out, after soil between the retaining piles 18 and the isolation piles 12 on the two sides of the foundation pit is excavated and the structure construction is completed, all structural members (including the retaining piles 18, the isolation piles 12 and the underground bearing layer bottom plate 10) are connected into a whole.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention, and the scope of the present invention should not be limited thereto, and any person skilled in the art should be considered as the equivalents and modifications within the technical scope of the present invention.
Claims (2)
1. A box type reinforcing method of a forepoling pipe right above a tunnel is realized by utilizing a grouting device of the forepoling pipe right above the tunnel, wherein the grouting device comprises a sleeve valve grouting pipe and a drilling pipe (26); the drill pipe (26) consists of a hollow drill bit and one or more connecting pipes; the hollow drill bit is composed of a cone head and a round steel pipe which are manufactured into a whole, inner threads and outer threads are arranged on the inner wall and the outer wall of the cone head, the outer threads arranged on the outer wall of the cone head are positive-rotation threads (2), the inner threads arranged on the inner wall of the cone head are negative-rotation threads (1), inner connecting threads I (4) are arranged at the tail end of the inner wall of the round steel pipe, inner connecting threads II (6) are arranged at one end of the inner wall of the connecting pipe, and outer connecting threads (5) are arranged at the other end of the outer wall of the connecting pipe; a plurality of slurry outlet consolidation holes I (3) are respectively arranged on the round steel pipe and the connecting pipe; when the number of the connecting pipes is one, the internal connecting thread I (4) of the hollow drill bit is screwed with the external connecting thread (5) of the connecting pipe; when the number of the connecting pipes is multiple, every two adjacent connecting pipes are connected in a screwing mode through an inner connecting thread II (6) and an outer connecting thread (5) to form a splicing connecting pipe, and the outer connecting thread (5) of the connecting pipe positioned at any end in the splicing connecting pipe is connected with an inner connecting thread I (4) of the hollow drill bit in a screwing mode; during grouting, the sleeve valve grouting pipe is arranged in the drill pipe (26) and is tightly matched with the drill pipe; the method is characterized in that: the reinforcing method comprises the following steps:
the method comprises the following steps: firstly, according to the protection red line of the subway tunnel (7), arranging fender posts (18) at two sides of a foundation pit outside the protection red line of the subway tunnel (7), excavating the foundation pit at one stage at two sides of the subway tunnel (7), and requiring the lower ends of the fender posts (18) at two sides of the foundation pit to be deep into the bottom of the subway tunnel (7);
step two: when excavation of a first-stage foundation pit outside a protection red line of the subway tunnel (7) is carried out, isolation piles (12) on two sides of the subway tunnel (7) are simultaneously constructed, the minimum horizontal distance between the isolation piles (12) and the outermost side of the subway tunnel (7) is not less than 3m, a plurality of rows of isolation piles (12) are arranged, the subway tunnel (7) is effectively protected, and the lateral displacement of the subway tunnel (7) caused by excavation of the foundation pits on two sides of the subway tunnel (7) is reduced;
step three: after foundation pits at two sides of a subway tunnel (7) are excavated to a structural elevation and a bottom plate is poured, lateral long-distance drilling construction is carried out by using the drill pipe (26), firstly, a hollow drill bit is used for drilling, a forward thread (2) on the outer wall of the hollow drill bit is used for drilling a soil body, a reverse thread (1) on the inner wall of the hollow drill bit is used for rotating the soil body out of a pipe body in the drilling process, a splicing connecting pipe is continuously drilled in along with the drilling of the hollow drill bit, and the isolation pile (12) drilled to the same side is taken as a terminal point; then, cleaning soil in the drill pipe (26), fastening the sleeve valve grouting pipe into the drill pipe (26), simultaneously continuously infiltrating the grout into the surrounding soil body through the grout outlet consolidation holes of the sleeve valve grouting pipe along with the grouting of the sleeve valve grouting pipe to achieve the effect of grouting reinforcement, simultaneously connecting the grout infiltrating into the soil body with the grout in the connecting pipe to form a steel pipe concrete pile with tree branches, and establishing a corresponding waist beam when drilling the drill pipe (26) in each row, so that the drill pipe (26) and the fender posts (18) on two sides of the foundation pit are connected into a whole, and the lateral displacement of the subway tunnel is effectively prevented;
step four: when the first-stage foundation pit bottom plates on two sides of the subway tunnel (7) are poured and the lateral drill pipes (26) are drilled, first-stage structural construction is carried out to form a stacking effect; then, reinforcing the soil body right above the subway tunnel (7), constructing a rotary spraying reinforcing pile (9) right above the subway tunnel (7), excavating the soil body right above the subway tunnel (7), adopting layered strip skip symmetrical excavation, firstly excavating the soil body between a retaining pile (18) at two sides of a foundation pit and an isolation pile (12), continuously excavating a slope (25) when the soil body is excavated to the elevation of a bottom plate (10) at the underground negative layer until the bottom elevation of the rotary spraying reinforcing pile (9) is excavated, constructing an equipment parking temporary platform (11), starting the operation of a drill pipe (26), cleaning the soil in the drill pipe (26) after top drilling to the preset position, and tightly arranging a sleeve valve grouting pipe into the drill pipe (26) for grouting; after the construction of the drill pipe (26), carrying out slope releasing (25) backfill, after backfilling to the top of the jet grouting reinforcing pile (9), carrying out equipment parking temporary platform (11) operation, then carrying out the construction of the drill pipe (26) at the top, and after the construction of the drill pipe (26) at the top is finished, forming a box-type reinforcing structure above the subway tunnel (7); then, constructing an underground minus one-layer bottom plate (10), and connecting the underground minus one-layer bottom plate (10), the fender posts (18) at two sides of the foundation pit and the tunnel isolation piles (12) into a whole;
step five: after the underground negative layer bottom plate (10) is poured by local partial layer strip-by-strip skip symmetrical excavation, the construction of the upper negative layer structure top plate is carried out, including the construction of a temporary reinforcing rib wall (20); after the construction of the top plate with the negative layer of structure is finished, the layered strip-by-strip cabin-jumping symmetrical excavation of other non-excavated parts is carried out, after the soil between the fender piles (18) at the two sides of the foundation pit and the isolation piles (12) is excavated and the structure construction is finished, all the structural members are connected into a whole.
2. The box type reinforcing method for the advance drill pipe right above the tunnel according to claim 1, characterized in that: in the fourth step, the mode of reinforcing the soil body right above the subway tunnel (7) before excavation is as follows: the reinforcing method is characterized in that grouting reinforcement or deep mixing pile reinforcement is adopted, the reinforcing range is longitudinal reinforcement along the subway tunnel (7), and the reinforcing width is the area surrounded by the isolation piles (12) on the two sides of the subway tunnel (7).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110797109.2A CN113356889B (en) | 2021-07-14 | 2021-07-14 | Box type reinforcing method for advanced drill pipe right above tunnel |
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| CN202110797109.2A CN113356889B (en) | 2021-07-14 | 2021-07-14 | Box type reinforcing method for advanced drill pipe right above tunnel |
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| CN113356889B true CN113356889B (en) | 2022-07-15 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669346A (en) * | 2013-12-30 | 2014-03-26 | 湖南城市学院 | Sleeve valve pipe and application to landslide control |
| CN105200978A (en) * | 2015-10-12 | 2015-12-30 | 山东大学 | Advancing type localized double-liquid grouting device and construction method |
| WO2017190397A1 (en) * | 2016-05-03 | 2017-11-09 | 许国安 | Segmented modular large deformation-resistant and impact-resistant combined anchor bolt and method for assembling same |
| CN110259386A (en) * | 2019-07-18 | 2019-09-20 | 骆波清 | A kind of high pressure jet grouting drill bit |
| CN112067347A (en) * | 2020-09-07 | 2020-12-11 | 合肥巨步机械科技有限公司 | A drilling equipment for soil layer soil sample |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103215952A (en) * | 2013-04-11 | 2013-07-24 | 河南博特工程防护有限公司 | High polymer anchoring grouting method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669346A (en) * | 2013-12-30 | 2014-03-26 | 湖南城市学院 | Sleeve valve pipe and application to landslide control |
| CN105200978A (en) * | 2015-10-12 | 2015-12-30 | 山东大学 | Advancing type localized double-liquid grouting device and construction method |
| WO2017190397A1 (en) * | 2016-05-03 | 2017-11-09 | 许国安 | Segmented modular large deformation-resistant and impact-resistant combined anchor bolt and method for assembling same |
| CN110259386A (en) * | 2019-07-18 | 2019-09-20 | 骆波清 | A kind of high pressure jet grouting drill bit |
| CN112067347A (en) * | 2020-09-07 | 2020-12-11 | 合肥巨步机械科技有限公司 | A drilling equipment for soil layer soil sample |
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