CN113338947A - Sand-flowing-preventing water-gushing working well for water-rich sand layer and construction method thereof - Google Patents
Sand-flowing-preventing water-gushing working well for water-rich sand layer and construction method thereof Download PDFInfo
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- CN113338947A CN113338947A CN202110401247.4A CN202110401247A CN113338947A CN 113338947 A CN113338947 A CN 113338947A CN 202110401247 A CN202110401247 A CN 202110401247A CN 113338947 A CN113338947 A CN 113338947A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 40
- 239000004576 sand Substances 0.000 title claims abstract description 30
- 238000010276 construction Methods 0.000 title claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 94
- 239000010959 steel Substances 0.000 claims abstract description 94
- 239000002689 soil Substances 0.000 claims abstract description 44
- 230000002787 reinforcement Effects 0.000 claims abstract description 32
- 239000004567 concrete Substances 0.000 claims abstract description 20
- 238000003825 pressing Methods 0.000 claims abstract description 9
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 6
- 239000013013 elastic material Substances 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims description 14
- 239000011381 foam concrete Substances 0.000 claims description 14
- 239000003365 glass fiber Substances 0.000 claims description 14
- 238000013461 design Methods 0.000 claims description 6
- 239000004744 fabric Substances 0.000 claims description 6
- 238000003780 insertion Methods 0.000 claims description 6
- 230000037431 insertion Effects 0.000 claims description 6
- 239000002985 plastic film Substances 0.000 claims description 6
- 229920006255 plastic film Polymers 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 description 8
- 238000000034 method Methods 0.000 description 4
- 230000002265 prevention Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 230000000670 limiting effect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000002829 reductive effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 241001391944 Commicarpus scandens Species 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000717 retained effect Effects 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
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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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21F17/103—Dams, e.g. for ventilation
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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Abstract
The invention relates to a water-rich sand layer sand flow-proof water burst working well and a construction method thereof, wherein the working well structure comprises an underground continuous wall and a grid cement-soil wall arranged at the inlet and outlet sides of the underground continuous wall, the underground continuous wall comprises a reinforcement cage made of reinforcing steel bars and concrete poured in the reinforcement cage, an embedded steel ring and embedded bolts are circumferentially arranged at the inner side of the reinforcement cage, an annular waterproof ring is arranged at the inner side of the underground continuous wall, water-swelling rubber is arranged between the annular waterproof ring and the embedded steel ring, the annular waterproof ring is fixed with the embedded steel ring through a steel pressing plate and the embedded bolts, the annular waterproof ring is made of an elastic material, and the inner diameter of the annular waterproof ring is smaller than the outer diameter of a jacking pipe, so that the annular waterproof ring is tightly attached to the jacking pipe and deforms along the advancing direction of the jacking pipe.
Description
Technical Field
The invention relates to the technical field of construction engineering, in particular to a sand-flowing-preventing water-inrush working well for a water-rich sand layer and a construction method thereof.
Background
The pipe construction technology has been rapidly developed in China in recent years, and is widely applied to underground passage engineering and comprehensive pipe gallery engineering. The pipe jacking method is used as a non-grooving construction method, and has the greatest advantage that a non-grooving underground excavation mode is adopted, so that the direct influence of an operation surface on an overground building or a structure is avoided. At present, the size of a domestic jacking pipe is generally smaller than 3600mm, the pipe is mostly circular, the geological and hydrological conditions in most areas are good, and the construction risk is low; however, as an underground excavation method, large-section special-shaped pipe jacking construction in a water-rich weak stratum belongs to high-risk operation, a tunnel portal is in a continuous starting state in the pipe jacking process, the risk of water burst and sand burst of the tunnel portal is extremely high under the influence of engineering geology, hydrology, structural dimension, jacking length and the like, water and soil loss is easy to occur, ground settlement is further caused, adverse social influence is generated, and in addition, in construction, casualties and property loss are often caused by sudden accidents, and the engineering progress is very influenced. Therefore, the research on the technology for preventing the inrush of the tunnel portal in the pipe jacking construction in the special stratum becomes the difficult point, the key point and the hot point problem of the development of the large-section special-shaped pipe jacking.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a water-rich sand layer running sand water burst prevention working well with good waterproof effect and low construction risk, the working well structure comprises an underground continuous wall and a grid cement soil wall arranged at the inlet and outlet sides of the underground continuous wall, the underground continuous wall comprises a reinforcement cage made of reinforcing steel bars and concrete poured in the reinforcement cage, an embedded steel ring and embedded bolts are circumferentially arranged at the inner side of the reinforcement cage, an annular waterproof ring is arranged at the inner side of the underground continuous wall, water-swelling rubber is arranged between the annular waterproof ring and the embedded steel ring, the annular waterproof ring is fixed with the embedded steel ring through a steel pressing plate and the embedded bolts, the annular waterproof ring is made of an elastic material, the inner diameter of the annular waterproof ring is smaller than the outer diameter of a jacking pipe, so that the annular waterproof ring is tightly attached to the jacking pipe and deforms along the advancing direction of the jacking pipe, and the annular waterproof ring is made of the elastic material in the technical scheme, the inner diameter of the annular waterproof ring is smaller than the outer diameter of the jacking pipe, when the jacking pipe enters and exits, the annular waterproof ring stretches the annular waterproof ring through extrusion force and drives the annular waterproof ring to deform towards the advancing direction of the jacking pipe, and the annular waterproof ring is closely attached to the jacking pipe, so that underground water can be prevented from permeating into the working well along the gap between the jacking pipe and the opening; the annular waterproof ring is fixedly arranged on the embedded steel ring by the steel pressing plate and the water-swelling rubber, so that the waterproof ring has a good waterproof effect and is very firm.
Preferably, the grid cement-soil wall adopts a multi-layer grid type, and at least part of the cement-soil wall is closely attached to the upper part of the outer wall of the underground continuous wall; the arrangement mode in the technical scheme can be used for reinforcing the soil body at the hole opening in a large range, has a good waterproof effect and prevents surrounding underground water from entering the hole opening of the jacking pipe.
According to the preferable scheme, a linear steel sheet pile is inserted into one layer of the grid cement soil wall tightly attached to the underground continuous wall; according to the technical scheme, the support capability and the water stop are provided for the broken hole and the jacking pipe before entering and exiting the hole, and the linear steel sheet pile is pulled out during entering and exiting hole construction.
Preferably, a plurality of grouting pipes are arranged on the side, close to the inlet and the outlet of the working well, of the grid cement-soil wall; the grouting pipe is arranged in the technical scheme, so that grouting plugging can be performed when the hole leaks water.
According to the technical scheme, the glass fiber reinforcements and the foam concrete are arranged at the opening of the working well in a square shape, damage to the embedded steel ring and the embedded bolts is prevented, the two ends of the glass fiber reinforcements are in lap joint with the reinforcements of the underground continuous wall, the glass fiber reinforcements and the foam concrete are easy to break manually, and damage to the embedded steel ring and the embedded bolts during hole breaking can be prevented.
According to the preferable scheme, the embedded steel ring and the embedded bolts are wrapped and protected by the plastic film, so that the embedded parts are prevented from being damaged, and the hole and the embedded parts are conveniently cleaned at the broken hole.
As the preferred scheme, the cross section of the embedded steel ring is L-shaped, and the effect of fixing the annular waterproof ring is better.
Preferably, the grouting pipe is a steel pipe wrapping the filter cloth, and grouting holes are formed in the steel pipe.
The invention also provides a construction method of the sand-flowing-preventing water-inrush working well for the water-rich sand layer, which comprises the following steps:
s1 construction of the grid cement soil wall: a cement-soil mixing pile machine is adopted to drive a grid cement-soil wall on one side of a jacking pipe in and out hole of the working well, the grid cement-soil wall is of a multi-layer cement-soil wall structure and partially surrounds an underground continuous wall of the working well, and the depth of the grid cement-soil wall exceeds a certain depth of a working well opening;
s2, installing a linear steel sheet pile and a grouting pipe: inserting linear steel plate piles into a layer of wall, close to the working well, of the grid cement soil wall, wherein the linear steel plate piles are overlapped through lock catches to form a curtain, and the insertion depth of the linear steel plate piles exceeds a certain depth of the hole; inserting a plurality of grouting pipes into two sides of a hole between the linear steel sheet pile and the underground continuous wall, wherein the insertion depth of the grouting pipes exceeds the hole by a certain depth; the grouting pipe is a steel pipe wrapping the filter cloth, and small holes are punched on the steel pipe within the depth range of the hole to serve as grouting holes.
S3 binding the reinforcement cage of the underground continuous wall: adopting a glass fiber rib at the position of the jacking pipe entering and exiting hole, wherein two ends of the glass fiber rib are lapped with the reinforcing steel bar and are fixed by a U-shaped card; and fixedly welding an embedded steel ring and an embedded bolt in an underground continuous wall steel reinforcement cage at the position where the jacking pipe enters and exits the hole, and wrapping the surfaces of the embedded steel ring and the embedded bolt by plastic films.
S4, pouring the underground continuous wall: carrying out grooving operation on the underground diaphragm wall by using a grooving machine, placing a reinforcement cage after grooving, and then pouring concrete; when the groove width concrete of the opening is poured, firstly pouring concrete, then pouring foam concrete in the opening area, and finally pouring concrete.
S5 working well excavation: and after the concrete of the underground diaphragm wall reaches the design strength, excavating the working well to the design elevation, and then sealing the bottom.
S6 artificially breaking the hole: before the jacking pipe enters the tunnel, firstly, manually breaking foam concrete at the tunnel opening, paying attention to protect the embedded steel ring and the embedded bolt when breaking the foam concrete, uncovering the protective film and cleaning the surfaces of the embedded steel ring and the embedded bolt.
S7, installing an annular waterproof ring: firstly, a layer of water-swelling rubber is arranged on an embedded steel ring, then an annular waterproof ring is arranged, and then a layer of steel pressing plate is arranged and fixed through embedded bolts.
And S8, if water leakage and sand gushing occur after the hole is broken, grouting reinforcement is carried out by using the grouting pipe.
S9, jacking pipe to enter the hole: pulling out the linear steel sheet pile, reinforcing and removing cement soil wall damage caused by the steel sheet pile by grouting through a grouting pipe, enabling a jacking pipe to enter a drill from a hole or exit the hole from the opposite direction, and penetrating out of the center of the annular waterproof ring to drive the annular waterproof ring to deform to play a waterproof role; by adopting the construction method, the construction risk is reduced, the phenomena of water gushing and sand gushing are avoided, and the construction time is saved.
Drawings
FIG. 1 is a plan view of the structure of the present invention.
FIG. 2 is a cross-sectional view of the present invention.
Fig. 3 is a structural schematic diagram of installation of the annular waterproof ring.
Fig. 4 is a structural elevation view of the present invention.
Wherein, 1, underground continuous wall; 2. a grid cement soil wall; 3. reinforcing steel bars; 4. concrete; 5. pre-burying a steel ring; 6. embedding bolts in advance; 7. an annular waterproof ring; 8. water-swellable rubber; 9. a steel pressing plate; 10. jacking pipes; 11. a linear steel sheet pile; 12. a grouting pipe; 13. a hole; 14. a glass fiber rib; 15. foam concrete.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative and intended to be illustrative of the invention and are not to be construed as limiting the invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "clockwise", "counterclockwise", and the like, indicate positional relationships based on the orientations and positional relationships shown in the drawings, are only for convenience of description and simplicity of description, and do not indicate or imply that the method or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be taken as limiting the present invention.
In the present invention, unless otherwise expressly specified or limited, the terms "mounted," "connected," "secured," "retained," and the like are to be construed broadly, e.g., as meaning fixedly connected, detachably connected, or integrally connected; the two elements can be directly connected or indirectly connected through an intermediate medium, and the two elements can be communicated with each other at the inner sections. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
As shown in fig. 1 to 4, the embodiment of the invention provides a water-rich sand layer running sand water burst prevention working well with good waterproof effect and low construction risk, the working well structure comprises an underground continuous wall 1 and a grid cement soil wall 2 arranged at the inlet and outlet sides of the underground continuous wall 1, the underground continuous wall 1 comprises a reinforcement cage made of steel bars 3 and concrete 4 poured in the reinforcement cage, an embedded steel ring 5 and an embedded bolt 6 are circumferentially arranged at the inner side of the reinforcement cage, an annular waterproof ring 7 is arranged at the inner side of the underground continuous wall 1, water-swelling rubber 8 is arranged between the annular waterproof ring 7 and the embedded steel ring 5, the annular waterproof ring 7 is fixed with the embedded steel ring 5 through a steel pressing plate 9 and the embedded bolt 6, the annular waterproof ring 7 is made of an elastic material, and the inner diameter of the annular waterproof ring 7 is smaller than the outer diameter of a top pipe 10, so that the annular waterproof ring 7 is tightly attached to the top pipe 10 and deforms along the advancing direction of the top pipe 10, in the technical scheme, the annular waterproof ring 7 is made of elastic materials, the inner diameter of the annular waterproof ring 7 is smaller than the outer diameter of the top pipe 10, when the top pipe 10 enters or exits, the annular waterproof ring 7 stretches the annular waterproof ring 7 through extrusion force and drives the annular waterproof ring 7 to deform towards the advancing direction of the top pipe 10, and the annular waterproof ring 7 is closely attached to the top pipe 10, so that underground water can be prevented from permeating into a working well along a gap between the top pipe 10 and the opening 13; the annular waterproof ring 7 is fixedly arranged on the embedded steel ring 5 by using the steel pressing plate 9 and the water-swelling rubber 8, has a good waterproof effect and is very firm.
In some specific embodiments, as shown in fig. 1 and fig. 2, the grid cement-soil wall 2 is in a multi-layer grid type, and the cement-soil wall is at least partially arranged on the upper part of the outer wall of the underground continuous wall 1 in a close fit manner; the arrangement mode in the technical scheme can reinforce the soil body of the opening 13 in a large range, has a good waterproof effect and prevents surrounding underground water from entering the top pipe 10 and entering the opening 13.
In other specific embodiments, as shown in fig. 1 and 2, a straight steel sheet pile 11 is inserted into the grid cement soil wall 2 tightly attached to one layer of the underground continuous wall 1; according to the technical scheme, the support capability and the water stop are provided for the broken hole and the jacking pipe 10 before entering and exiting the hole, and the linear steel sheet pile 11 is pulled out during the entering and exiting construction.
Further preferably, a plurality of grouting pipes 12 are arranged on the grid cement soil wall 2 close to the inlet and outlet sides of the working well; in the technical scheme, a grouting pipe 12 is arranged to perform grouting plugging when a hole 13 leaks water, please refer to fig. 1.
Furthermore, the glass fiber bars 14 and the foam concrete 15 are arranged at the working well opening 13 in a square shape to prevent damage to the embedded steel ring 5 and the embedded bolts 6, and two ends of the glass fiber bars 14 are in lap joint with the steel bars 3 of the underground continuous wall 1.
Further, the embedded steel ring 5 and the embedded bolt 6 are wrapped and protected by a plastic film, damage to the embedded part is avoided, and the opening 13 and the embedded part are conveniently cleaned at the broken opening 13.
Further, as shown in fig. 3, the cross section of the embedded steel ring 5 is L-shaped, so that the effect of fixing the annular waterproof ring 7 is better.
Further, the grouting pipe 12 is a steel pipe wrapping the filter cloth, and grouting holes are formed in the steel pipe.
A construction method of a water-rich sand layer sand flow prevention water burst working well comprises the following steps:
s1 construction of the grid cement soil wall 2: a grid cement-soil wall 2 is arranged on one side of a top pipe 10 of the working well, which enters and exits the hole, by a cement-soil mixing pile machine, the grid cement-soil wall 2 is of a multi-layer cement-soil wall structure and partially surrounds an underground continuous wall 1 of the working well, and the depth of the grid cement-soil wall 2 exceeds a working well opening 13 by a certain depth;
s2, installing the linear steel sheet pile 11 and the grouting pipe 12: inserting linear steel sheet piles 11 into a layer of wall, close to a working well, of the grid cement soil wall 2, wherein the linear steel sheet piles 11 are overlapped through lock catches to form a curtain, and the insertion depth of the linear steel sheet piles 11 exceeds a certain depth of the hole 13; a plurality of grouting pipes 12 are inserted into two sides of a hole 13 between the linear steel sheet pile 11 and the underground continuous wall 1, and the insertion depth of the grouting pipes 12 exceeds the hole 13 by a certain depth; the grouting pipe 12 is a steel pipe wrapped with filter cloth, and small holes are punched on the steel pipe within the depth range of the hole 13 to serve as grouting holes.
S3 binding the reinforcement cage of the underground continuous wall: adopting a glass fiber rib 14 at the position where the top pipe 10 enters and exits the hole, wherein two ends of the glass fiber rib 14 are lapped with the reinforcing steel bar 3 and are fixed by a U-shaped card; fixedly welding an embedded steel ring 5 and an embedded bolt 6 in 3 cages of the underground continuous wall 1 at the position where the jacking pipe 10 enters and exits the hole, and wrapping the surfaces of the embedded steel ring 5 and the embedded bolt 6 with plastic films.
S4 pouring the underground continuous wall 1: carrying out grooving operation on the underground diaphragm wall 1 by using a grooving machine, putting down a reinforcement 3 cage after grooving, and then pouring concrete 4; when the groove width concrete 4 of the opening 13 is poured, firstly, the concrete 4 is poured, then, the foam concrete 15 is poured in the area of the opening 13, and finally, the concrete 4 is poured.
S5 working well excavation: and after the concrete 4 of the underground continuous wall 1 reaches the design strength, excavating the working well to the design elevation, and then sealing the bottom.
S6 manual breaking of the hole 13: before the jacking pipe 10 enters the tunnel, firstly, manually breaking the foam concrete 15 at the tunnel opening 13, paying attention to protect the embedded steel ring 5 and the embedded bolt 6 when breaking the foam concrete 15, uncovering the protective film and cleaning the surfaces of the embedded steel ring 5 and the embedded bolt 6.
S7 installing the annular waterproof ring 7: firstly, a layer of water-swelling rubber 8 is arranged on an embedded steel ring 5, then an annular waterproof ring 7 is arranged, and a layer of steel pressing plate 9 is arranged and fixed through embedded bolts 6.
And S8, if water leakage and sand gushing occur after the hole is broken, grouting reinforcement is carried out by using the grouting pipe 12.
S9, pushing the pipe jacking 10 into the hole: pulling out a linear steel sheet pile 11, utilizing a grouting pipe 12 to perform grouting reinforcement to remove cement soil wall damage caused by the steel sheet pile, enabling a jacking pipe 10 to enter a drilling hole from a hole opening 13 or exit the hole from the opposite direction, and penetrating out from the center of the annular waterproof ring 7 to drive the annular waterproof ring 7 to deform to play a waterproof role; by adopting the construction method, the construction risk is reduced, the phenomena of water gushing and sand gushing are avoided, and the construction time is saved.
It should be noted that the above embodiments are merely representative examples of the present invention. Many variations of the invention are possible. Any simple modification, equivalent change and modification of the above embodiments according to the spirit of the present invention should be considered to be within the protection scope of the present invention.
Claims (9)
1. The utility model provides a sand that flows is prevented on rich water sand bed and is gushed water work well which characterized in that: the working well structure comprises an underground continuous wall (1) and a grid cement-soil wall (2) arranged at the inlet and outlet sides of the underground continuous wall (1), the underground continuous wall comprises a reinforcement cage made of reinforcement (3) and concrete (4) poured in the reinforcement cage, an embedded steel ring (5) and an embedded bolt (6) are circumferentially arranged on the inner side of the steel reinforcement cage, an annular waterproof ring (7) is arranged on the inner side of the underground continuous wall (1), water-swelling rubber (8) is arranged between the annular waterproof ring (7) and the embedded steel ring (5), and the annular waterproof ring (7) is fixed with the embedded steel ring (5) through a steel pressure plate (9) and an embedded bolt (6), the annular waterproof ring (7) is made of elastic material, the inner diameter of the annular waterproof ring (7) is smaller than the outer diameter of the top pipe (10), so that the annular waterproof ring (7) is tightly attached to the top pipe (10) and deforms along the advancing direction of the top pipe (10).
2. The sand-flowing-out and water-inrush preventing working well for the water-rich sand layer is characterized in that the grid cement-soil wall (2) is in a multi-layer grid type, and at least part of the grid cement-soil wall (2) is arranged on the upper part of the outer wall of the underground continuous wall (1) in a clinging mode.
3. The sand-flowing and water-inrush preventing working well for the water-rich sand layer is characterized in that a straight steel sheet pile (11) is inserted into one layer of the grid cement-soil wall (2) close to the underground continuous wall (1).
4. The sand flow and water inrush preventing working well for the water-rich sand layer is characterized in that a plurality of grouting pipes (12) are arranged on the grid cement-soil wall (2) close to the inlet and outlet sides of the working well.
5. The working well of claim 1, characterized in that glass fiber reinforcement (14) and foam concrete (15) are arranged in a square shape at the opening (13) of the working well, damage to the embedded steel ring (5) and the embedded bolt (6) is prevented, and two ends of the glass fiber reinforcement (14) are in lap joint with the steel bar (3) of the underground continuous wall (1).
6. The working well of claim 1, characterized in that the embedded steel ring (5) and the embedded bolt (6) are wrapped by plastic film.
7. The working well for preventing the flowing sand from gushing water in the water-rich sand layer as claimed in claim 1, wherein the cross section of the embedded steel ring (5) is L-shaped.
8. The working well for preventing flowing sand from gushing water in the water-rich sand layer as claimed in claim 4, wherein the grouting pipe (12) is a steel pipe wrapped with filter cloth, and grouting holes are arranged on the steel pipe.
9. The construction method of the water-rich sand layer flowing sand water inrush preventing working well as claimed in any one of claims 1 to 8, characterized by comprising the following steps:
s1 construction of the grid cement-soil wall (2): a cement-soil mixing pile machine is adopted to drive a grid cement-soil wall on the hole-entering side of a jacking pipe (10) of the working well, the grid cement-soil wall is of a multi-layer cement-soil wall structure and partially surrounds an underground continuous wall (1) of the working well, and the depth of the grid cement-soil wall exceeds a working well hole (13) by a certain depth;
s2, installing a linear steel sheet pile (11) and a grouting pipe (12): inserting linear steel plate piles (11) into a layer of wall, close to the working well, of the grid cement soil wall, wherein the linear steel plate piles (11) are overlapped through lock catches to form a curtain, and the insertion depth of the linear steel plate piles (11) exceeds a hole (13) by a certain depth; a plurality of grouting pipes (12) are inserted into two sides of a hole (13) between the linear steel sheet pile (11) and the underground continuous wall (1), and the insertion depth of each grouting pipe (12) exceeds the hole (13) by a certain depth; the grouting pipe (12) is a steel pipe wrapped with filter cloth, and small holes are punched on the steel pipe within the depth range of the hole (13) to serve as grouting holes;
s3 binding the reinforcement cage of the underground continuous wall: adopting a glass fiber rib (14) at the position where the top pipe (10) enters and exits the hole, wherein two ends of the glass fiber rib (14) are lapped with the reinforcing steel bar (3) and are fixed by a U-shaped card; fixedly welding an embedded steel ring (5) and an embedded bolt (6) in a reinforcement (3) cage of the underground continuous wall (1) at the position where the jacking pipe (10) enters and exits the hole, and wrapping the surfaces of the embedded steel ring (5) and the embedded bolt (6) by plastic films;
s4 casting the underground continuous wall (1): carrying out grooving operation on the underground continuous wall (1) by using a grooving machine, putting a reinforcement (3) cage down after grooving, and then pouring concrete (4); when the groove width concrete (4) where the hole (13) is located is poured, firstly, the concrete (4) is poured, then, the foam concrete (15) is poured in the area of the hole (13), and finally, the concrete (4) is poured;
s5 working well excavation: after the concrete (4) of the underground continuous wall (1) reaches the design strength, excavating a working well to a design elevation, and then sealing the bottom;
s6 manual breaking hole (13): before the jacking pipe (10) enters the tunnel, firstly manually breaking foam concrete (15) at a tunnel opening (13), paying attention to protect the embedded steel ring (5) and the embedded bolt (6) when breaking the foam concrete (15), uncovering a protective film and cleaning the surfaces of the embedded steel ring (5) and the embedded bolt (6);
s7, installing an annular waterproof ring (7): firstly, installing a layer of water-swelling rubber (8) on an embedded steel ring (5), then installing an annular waterproof ring (7), then installing a layer of steel pressing plate (9), and fixing through embedded bolts (6);
s8, grouting reinforcement is carried out by using a grouting pipe (12) if water leakage and sand gushing occur after the hole is broken;
s9, entering the jacking pipe (10): the straight steel sheet pile (11) is pulled out, the grouting pipe (12) is utilized to perform grouting reinforcement to remove cement soil wall damage caused by the steel sheet pile, the jacking pipe (10) enters the hole from the hole opening (13) to be drilled or goes out of the hole from the opposite direction, penetrates out of the center of the annular waterproof ring (7), and drives the annular waterproof ring (7) to deform to play a waterproof role.
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