CN216664152U - Water sealing structure for anchorage support - Google Patents

Abstract

A water sealing structure for anchor support is arranged in a foundation pit in a stratum and comprises a plurality of pile foundations arranged on the periphery of the foundation pit, connecting piles arranged between adjacent pile foundations, grouting water-stopping curtains arranged at the bottom ends of the pile foundations and the connecting piles, and second water-stopping members arranged on the outer sides of the connecting parts between the pile foundations and the connecting piles; pile foundation and connecting pile interval cyclic connection in proper order and enclose and cover and form and seal water structure, bore among pile crown between pile foundation and the connecting pile and be equipped with a plurality of grout holes that are used for forming first stagnant water component. By adopting the technical scheme, the water stopping device has a good water stopping effect and is high in construction efficiency.

Description

Water-sealing structure supported by anchorage

【Technical field】

The utility model relates to the technical field of bridge foundation engineering, in particular to a water sealing structure supported by anchors.

【Background technique】

The highly permeable stratum is gradually eroded by groundwater flow to form dissolved grooves or caves, and the groundwater is abundant. In the environment of water-rich engineering such as cross-river and canyon, it even connects with nearby rivers. In the construction of bridge pile foundations in karst areas, strong water penetration is often encountered, which has a great adverse impact on the normal construction of pile foundations; at the same time, the construction site is often affected by tides. During high tide and low tide, the water flow at the construction site It is more turbulent, the time of calm tide is shorter in a day, and the period of relatively stable tide level is less.

In the existing water-stop curtain, a number of interlocking reinforced concrete piles are installed side by side outside the foundation pit to form a water-stop curtain, which can meet the water-stop requirements of the foundation pit in general. However, the existing water-stop curtain cannot meet the water-stop requirements, and cannot meet the dry groove operation in the foundation pit, which affects the construction progress and construction quality.

【Content of utility model】

In view of the deficiencies in the prior art, the purpose of the present application is to provide a construction method for an anchorage support and a water-sealing structure, which has better water-stopping effect and high construction work efficiency.

To achieve the above object, the utility model provides the following technical solutions:

A water-sealing structure supported by anchors, which is arranged in a foundation pit in a stratum, comprises a plurality of pile foundations arranged on the periphery of the foundation pit, connecting piles arranged between adjacent pile foundations, and a plurality of pile foundations arranged on the a first water-stop member at the bottom end of both the pile foundation and the connecting pile, and a second water-stop member arranged on the outside of the connection between the pile foundation and the connecting pile; the pile foundation and the connecting pile are spaced in sequence A water-sealing structure is formed by circulating connection and enclosure, and several grouting holes for forming the first water-stop member are drilled in the pile crowns of the pile foundation and the connecting pile.

The utility model is further configured as follows: the pile foundation includes a first reinforcement cage and a first embedded pipe fixed at a predetermined position of the first reinforcement cage, and the connecting pile includes a second reinforcement cage and is fixed on the first reinforcement cage. The second embedded pipe at the predetermined position of the second reinforcement cage.

The utility model is further configured as follows: the first embedded pipe is welded in the horizontal inner side of the first reinforcement cage, and the second embedded pipe is welded in the horizontal inner side of the second reinforcement cage.

The utility model is further configured as follows: the distance from the bottom port of the first pre-embedded pipe and the second pre-embedded pipe to the bottom end of the slotted hole ranges from 150mm to 250mm.

The utility model is further provided that: the grouting holes penetrate through the bottom ends of the pile crowns of the pile foundation and the connecting pile respectively, and the bottom ends of the grouting holes are respectively connected with the first pre-embedded pipe and the second The two pre-buried pipes are connected.

The utility model is further provided that: the axial direction of the grouting hole, the axial direction of the pile foundation and the axial direction of the connecting pile are parallel to each other.

The utility model is further provided that: the grouting holes are alternately arranged between the two sides of the pile foundation and the connecting pile.

The utility model is further provided that: the edge of the grouting hole on at least one side of the connecting pile is arranged tangentially to the edge of the pile foundation.

The utility model is further configured as follows: the cross section of the connecting pile is arranged in strip shape, the width of the connecting pile is smaller than the diameter of the pile foundation, and the length of the connecting pile is greater than the diameter of the pile foundation.

The utility model is further configured as follows: the second water-stop member is a high-pressure rotary jet pile applied by using a single-pipe high-pressure rotary jet grouting.

The utility model is further set as follows: the distance range from the high-pressure jetting pile to the connection between the pile foundation and the connecting pile is 0.3-0.4m, and the reinforcement range of the high-pressure jetting pile is set to 2-- 23.1m.

The utility model is further configured as follows: the high-pressure rotary jetting pile adopts ordinary Portland cement, and the slurry water-cement ratio of the ordinary Portland cement is set to 1:1.

The utility model is further configured as follows: the water sealing structure is formed into an annular shape by the inter-phase engagement between the pile foundation and the connecting pile.

Compared with the prior art, the utility model has the following advantages:

1. By cyclically connecting and enclosing the pile foundation and connecting piles to form a water-sealing structure, the soil layer outside the foundation pit is reinforced, which effectively prevents the cofferdam from landslide and collapse, and plays a supporting role for the anchorage; at the same time, Together with the first water-stop component and the second water-stop component, a complete water-stop curtain system is formed, which reduces the number of high-pressure jetting piles and grouting holes that need to be installed, reduces the construction cost, and improves the water-stop curtain. operational efficiency;

2. By using the connecting pile as a square pile, it is different from the circular ground connecting wall water-sealing structure. The connecting pile is overlapped with the pile foundation to form a milling joint, which overcomes the need to use the reverse method in the construction of the circular ground connecting wall water-sealing structure. The measures to strengthen the rigidity of the water-sealing structure in the construction of the inner lining do not require pre-embedded steel connection parts when making the steel bars for the water-sealing structure, which not only reduces the construction process, saves the construction period, but also prevents the damage of the water-sealing structure caused by the construction of the inner lining;

3. By setting the width of the connecting pile to be smaller than the diameter of the pile foundation, the length of the connecting pile is greater than the diameter of the pile foundation. Since the length of the connecting pile is greater than the diameter of the pile foundation, the solution of the present application is easier to form than the existing solution. Water-sealing structure, reducing the required materials for the water-sealing structure and reducing the manufacturing cost of the water-sealing structure;

4. In the loose and slightly dense soil layer, the high-pressure jetting pile has a high forming cost and the anti-seepage effect is not good. Compared with the existing scheme, the present application only needs a small amount of high-pressure jetting piles to achieve better results. The excellent water-stop effect reduces the cost, and the construction is faster;

5. By fixing the first embedded pipe and the second embedded pipe in the first steel cage and the second steel cage in advance, respectively, the first embedded pipe and the second embedded pipe are embedded in the pile hole and the connection respectively. In the tank, there is no need to install the pre-embedded pipe, which reduces the workload of the construction project;

6. By arranging the positions of the high-pressure jetting pile and the grouting hole, the water-stop effect of the first water-stop member and the second water-stop member on the anchorage support is maximized; at the same time, the first water-stop member and the second water-stop member are The two water-stop components are matched with the outer periphery of the dewatering well to construct a double water-stop curtain.

[Description of drawings]

Fig. 1 is the partial schematic diagram of the connecting pile and the pile foundation of the present embodiment;

2 is a cross-sectional view 1 of this embodiment;

3 is a cross-sectional view 2 of this embodiment;

Fig. 4 is the construction flow chart of this embodiment;

Fig. 5 is the construction flow chart of the first water-stop member of the present embodiment;

FIG. 6 is a construction flow chart of the second water stop member of this embodiment.

Reference numerals: 1. Foundation pit; 2. Pile foundation; 3. Connecting pile; 4. Grouting hole; 5. Rotary injection hole; 61. The first embedded pipe; 8. The first water stop member; 9. The second water stop member.

【Detailed ways】

The present invention will be further described below with reference to the accompanying drawings and exemplary embodiments, wherein the same reference numerals in the drawings all refer to the same components. Also, if a detailed description of the known art is not necessary to illustrate the features of the present invention, it will be omitted.

As shown in FIGS. 1 and 3 , a water-sealing structure for anchor support disclosed by the present utility model is arranged in a foundation pit 1 in the stratum. 1. The pile foundation 2 on the outer circumference, the connecting pile 3 arranged between the adjacent pile foundations 2, the first water stop member 8 arranged at the bottom ends of the pile foundation 2 and the connecting pile 3, and the first water stop member 8 arranged on the pile foundation 2 and the connecting pile 3. The second water-stop member 9 on the outside of the connection; the pile foundation 2 and the connecting pile 3 are connected in turn at intervals and enclosed to form a water-sealing structure, which strengthens the soil layer outside the foundation pit 1 and effectively prevents the cofferdam from landslides and collapses. It plays a supporting role for the anchorage; at the same time, it forms a complete water-stop curtain system together with the first water-stop member 8 and the second water-stop member 9, which reduces the need for high-pressure rotary jet piles and grouting holes. The number of , reduces the construction cost, and improves the efficiency of the water-stop curtain.

In this embodiment, as shown in FIG. 2 and FIG. 3 , the pile foundation 2 adopts a round pile or an elliptical pile. The pile foundation 2 includes a first reinforcement cage, and a first embedded pipe is fixedly connected to a predetermined position of the first reinforcement cage. 61. The first embedded pipe 61 is welded in the horizontal inner side of the first reinforcement cage. The axial direction of the first embedded pipe 61 is set in the same direction as the axial direction of the first reinforcement cage. The first embedded pipe 61 is welded to On the first reinforcement cage, the first reinforcement cage is simultaneously lowered into the pile hole, which makes the installation of the first embedded pipe 61 more convenient; at the same time, the first embedded pipe 61 can be used to lift the concrete of the pile body in the pile hole. to the guiding role.

Specifically, the distance from the bottom end port of the first embedded pipe 61 to the bottom end of the slotted hole is 200 mm, wherein the first embedded pipe 61 is selected as a Φ108×3.5 mm steel pipe.

In this embodiment, the connecting pile 3 is a square pile, the cross section of the connecting pile 3 is arranged in strips, the width of the connecting pile 3 is smaller than the diameter of the pile foundation 2, and the length of the connecting pile 3 is greater than the diameter of the pile foundation 2. For the circular ground connecting wall water sealing structure, the connecting pile 3 is overlapped with the pile foundation 2 to form a milling joint, which overcomes the need to use the reverse method to construct the lining to strengthen the rigidity of the water sealing structure during the construction of the circular ground connecting wall water sealing structure. , there is no need to pre-embed steel bar connectors when making water-sealing structural steel bars, which not only reduces the construction process, saves the construction period, but also prevents the damage of the water-sealing structure caused by the construction of the lining; at the same time, because the length of the connecting pile 3 is greater than The diameter of the base 2, compared with the existing solution, the solution of this embodiment is easier to form a water-sealing structure, reduces the required materials for the water-sealing structure, and reduces the manufacturing cost of the water-sealing structure.

The connecting pile 3 includes a second reinforcement cage, and a predetermined position of the second reinforcement cage is fixedly connected with a second embedded pipe 62, which is welded in the horizontal inner side of the second reinforcement cage. The second embedded pipe 62 The axial direction of the steel bar is the same as the axial direction of the second reinforcement cage, and the second embedded pipe 62 is welded to the second reinforcement cage, followed by the second reinforcement cage and lowered into the pile hole at the same time, so that the second embedded pipe 62 The installation is more convenient; at the same time, the second embedded pipe 62 can be used to guide the concrete of the pile body in the pile hole.

Specifically, the distance from the bottom port of the second embedded pipe 62 to the bottom end of the slotted hole ranges from 150 to 250 mm, preferably 200 mm, wherein the second embedded pipe 62 is selected as a Φ108×3.5 mm steel pipe.

In this embodiment, the pile foundation 2 and the connecting pile 3 are engaged with each other to form a ring shape, and a plurality of first water stop members 8 are drilled in the pile crowns of the pile foundation 2 and the connecting pile 3 to form the first water stop member 8 The grouting hole 4, the diameter of the grouting hole 4 is selected as 56mm, the grouting hole 4 penetrates the bottom ends of the pile crowns of the pile foundation 2 and the connecting pile 3 respectively, and the bottom end of the grouting hole 4 is respectively connected with the first embedded pipe 61 and the second The two embedded pipes 62 are connected to each other. The grouting holes 4 are arranged in a plum blossom shape in the pile foundation 2 and the connecting pile 3 respectively. The axial direction of the grouting hole 4, the axial direction of the pile foundation 2 and the axial direction of the connecting pile 3 are the same. The holes 4 penetrate through the bottom ends of both the pile foundation 2 and the connecting pile 3 respectively, and by grouting several grouting holes 4 to form the first water stop member 8 structure under the bottom ends of both the pile foundation 2 and the connecting pile 3, so as to play a role. The three functions of soil retention, anti-seepage and load bearing can meet the performance requirements of large-span arch bridges in the construction and operation stages of long-span arch bridges under the conditions of deep overburden areas and the hydraulic connection between the underlying soil layer and the Linjiang water system.

The grouting holes 4 are arranged alternately between the two sides of the pile foundation 2 and the connecting pile 3, and the edge of the grouting hole 4 on at least one side of the connecting pile 3 is arranged tangentially between the edge of the pile foundation 2 and the pile foundation 2. A water-stop curtain is formed under the connection with the connecting pile 3, and the connection between the pile foundation 2 and the connecting pile 3 is made more tightly, so that the anti-seepage effect of the structure of the first water-stop member 8 is better.

Since the included angle between the inner side of the pile foundation 2 and the connecting pile 3 is smaller than the included angle of the outer side, the edge of the grouting hole 4 on the inner side of the connecting pile 3 and the edge of the pile foundation 2 are arranged tangentially, so that the pile foundation is The connection between 2 and the connecting pile 3 is tighter, a single water-stop curtain can play a better water-stopping effect, and a water-stop curtain is formed below the inner side edge connection between the pile foundation 2 and the connecting pile 3.

In this embodiment, the second water stop member 9 is constructed as a single-pipe high-pressure rotary jet grouting to form a high-pressure rotary jet pile. The single-pipe high-pressure rotary jet is suitable for loose and slightly dense soil layers. The diameter of the high-pressure jetting pile is 100-200mm, specifically, the diameter of the high-pressure jetting pile is selected as 150mm; The range is set to 2000 to -23100mm. The second water-stop member 9 is formed on the outer periphery of the first water-stop member 8 by the high-pressure rotary jet pile, so that the water-sealing structure has a better water-stop effect; at the same time, since the second water-stop member 9 is arranged on the pile foundation 2 On the outer side of the connection between the pile foundation 2 and the connection pile 3, a single water-stop curtain can play a better water-stop effect, and a water-stop curtain is formed below the outer periphery of the outer connection between the pile foundation 2 and the connection pile 3.

The manufacturing material of the high-pressure rotary jet pile is ordinary Portland cement, specifically, the grade of ordinary Portland cement is P.O.42.5, and the slurry water-cement ratio of ordinary Portland cement is set to 1:1.

On the other hand, as shown in Fig. 4, a construction method of an anchoring supporting and sealing water structure is provided, comprising the following steps:

S1, alternately apply the pile foundation 2 and the connecting pile 3 that are engaged with each other in turn along the preset boundary of the anchorage to form an enclosed water sealing structure;

S2. The first water-stop member 8 is formed under the bottom end of the water-sealing structure by means of grouting through the first pre-embedded pipe 61 embedded in the reinforcement cage of the pile foundation 2;

S3. By pre-embedding the second pre-embedded pipe 62 at the connection between the pile foundation 2 and the connecting pile 3, a second water stop member 9 is formed on the outer periphery of the water sealing structure by means of high-pressure rotary spraying.

Optionally, in S1, the interlocking pile foundation 2 and the connecting pile 3 are alternately applied in sequence along the preset boundary of the anchorage, wherein the pile foundation 2 includes the following steps:

In preparation for construction, excavators are used to level the predetermined site, measure and release the center of the pile hole in the predetermined site, and the staff pulls the pile guard rope.

A mud circulation system is arranged on the outside of the anchorage access road. After the drilling rig is in place, a number of pile holes are drilled at the preset pier positions, and the pile holes are drilled to the design elevation;

After clearing the pile hole, use the crawler to assemble and lower the first reinforcement cage in the pile hole, and lower the limit steel boxes on both sides of the first reinforcement cage;

Install pipes, storage hoppers and other supporting devices in the pile holes, and pour the pile body concrete in the pile holes through the pipes;

When the pile foundation 2 reaches 80% of the design strength, the limiting steel box is pulled out, and the second-stage grooves 7 are formed on both sides of the pile foundation 2 respectively.

Optionally, in S1, the interlocking pile foundations 2 and the connecting piles 3 are alternately applied along the preset boundary of the anchorage, wherein the connecting piles 3 include the following steps:

Construction preparation, measuring and positioning the position of the connecting groove;

The connection groove is constructed between the adjacent pile foundations 2 by using the hydraulic grab machine and the groove milling machine, and the connection groove after the construction is completed is connected with the second-phase groove 7 of the adjacent pile foundation 2;

After clearing the connection groove, use the crawler to assemble and lower the second reinforcement cage in the connection groove;

Install conduits, storage hoppers and other supporting devices in the connecting grooves, and pour the pile body concrete in the connecting grooves through the conduits.

Optionally, before the first reinforcement cage and the second reinforcement cage are assembled and lowered, the horizontal inner sides of the first reinforcement cage and the second reinforcement cage are welded with the first embedded pipe 61 and the second embedded pipe 62 respectively. The distance from the bottom end port of the first embedded pipe 61 to the bottom end of the slotted hole is 200 mm, and the distance from the bottom end port of the second embedded pipe 62 to the bottom end of the slotted hole is 200 mm.

Optionally, as shown in FIG. 5, in S2, after forming the enclosed water-sealing structure, grouting holes 4 are drilled in the pile crowns of both the pile foundation 2 and the connecting pile 3, and the grouting holes 4 are drilled. Take the following steps:

Determine the position of the grouting hole 4 on both the pile foundation 2 and the connecting pile 3. The construction sequence of the grouting hole 4 is to first drill and irrigate the grouting hole 4 on the outer sides of the pile foundation 2 and the connecting pile 3, and then grouting. The grouting hole 4 on the inner side of both the pile foundation 2 and the connecting pile 3 is drilled and grouted.

In the construction process, the grouting hole 4 includes pilot holes, the purpose of which is to check the survey results, that is, to carry out a water pressure test on the pilot hole. Adjust the parameters of other grouting holes 4 according to the water pressure test of the pilot hole;

Specifically, the single-point pressure water test is divided into three sections from top to bottom in the pilot hole: the first section is 0.3MPa, the second section is 0.5MPa, and the third section and below are 1MPa; the single-point method pressure water test The flow stability standard is: measure the flow every 5 minutes under the design pressure, the difference between the maximum value and the minimum value in four consecutive readings is less than 10% of the final value, or the difference between the maximum value and the minimum value is less than 1L/min, The test at this stage can be ended, and the final value is taken as the calculated value.

After the parameters of the grouting hole 4 are determined, the grouting hole 4 is arranged at the preset position. The bottom port of the grouting hole 4 penetrates the pile foundation 2 and the upper pile crown of the connecting pile 3. Several grouting holes 4 are respectively connected with the first embedded pipe 61 and The second embedded pipes 62 communicate with each other, and the projection of the grouting hole 4 in the vertical direction coincides with the projection of the first embedded pipe 61 in the vertical direction and the projection of the second embedded pipe 62 in the vertical direction, respectively. .

Specifically, the maximum deviation of the hole slope of the grouting hole 4 is less than 300mm, the drilling of the grouting hole 4 adopts the method of flushing with water and rotary drilling, and the drilling of the grouting hole 4 selects a diamond or cemented carbide drill bit to flush the grouting hole 4 Treatment, specifically, the flushing treatment method of the grouting hole 4 is to alternately use high-pressure pulse flushing and low-pressure pulse flushing;

After the final hole of the grouting hole 4, the grouting hole 4 is grouted. The material used for grouting is ordinary Portland cement with a grade of 42.5MPa, and the slurry ratio is water: cement: bentonite: water reducing agent = 0.7:1:0.015 : 0.002.

Specifically, the above-mentioned grouting method adopts a full-hole deep orifice closed, intra-hole circulating synchronous grouting method, and the distance between the grouting pipe and the grouting section is less than or equal to 500mm. When the injection flow rate of the slurry into the grouting hole 4 is not more than 0.5L/min, continue the injection for 30 minutes; or when the injection flow rate of the slurry is not more than 1L/min, continue the injection for 60 minutes, and then finish the grouting of the grouting hole 4.

After the grouting hole 4 is filled, the grouting hole 4 is sealed, wherein the sealing treatment of the grouting hole 4 is a pressure grouting sealing method, and the sealing pressure is controlled within the range of 0.5-1 MPa.

Specifically, after the grouting of the grouting hole 4 is completed, the water body in the grouting hole 4 is replaced with the thick slurry, and the orifice of the grouting hole 4 is plugged and sealed. The sealing pressure is selected as 0.5 MPa, and the time is 30 minutes. After the grout in the grouting hole 4 is solidified, the upper spare part of the grouting hole 4 is re-sealed with concentrated cement slurry, and the empty part of the orifice of the grouting hole 4 is manually sealed and compacted with cement mortar.

Optionally, as shown in FIG. 6 , in S3, a second water stop member 9 is formed on the outer periphery of the water sealing structure by means of high-pressure rotary spray, including the following steps:

In the second pre-embedded pipe, a rotary jet hole 5 is drilled, and a rotary jet pipe is inserted into the rotary jet hole 5;

Specifically, after the drilling rig drills, the drill pipe is pulled out, and then the rotary nozzle is inserted. During the intubation process, in order to prevent mud and sand from blocking the nozzle, the pressure is controlled between 0.5 and 1.0 MPa, and the rotary nozzle shoots water during the insertion process .

After the swirl nozzle is inserted to the design depth, start the swirl nozzle for operation, and at the same time gradually raise the swirl nozzle;

Specifically, after the rotary nozzle reaches the design depth, the rotary nozzle includes a high-pressure water pipe and an air pressure pipe, and the rotary nozzle is connected with a high-pressure clean water pump, a mud pump and an air compressor, and the high-pressure clean water pump, mud pump and air compressor are started. The rig and drilling rig are rotated, and the pressure, flow and air volume are controlled by instruments. When the predetermined values are reached, the lifting starts. The lifting speed of the rotary nozzle is 15-25cm/min. stop after.

Carry out hole cleaning treatment on the rotary nozzle 5;

Specifically, inject an appropriate amount of clean water into the grouting hole 4, turn on the high-pressure clean water pump, and clean the remaining cement slurry in the grouting hole 4 until it is basically clean; at the same time, clean the soil adhering to the spray pipe head.

The grouting of the rotary jet hole 5 is completed to complete the construction of the high pressure rotary jet pile.

Before the construction of the second water-stop member 9, the strength of both the pile foundation 2 and the connecting pile 3 shall reach at least 80% of the design standard.

In this embodiment, the construction of the high-pressure rotary jet pile adopts the single-pipe high-pressure rotary jet grouting method, wherein the pressure control of the above method is: the air pressure is not less than 0.7MPa, and the cement slurry pressure is not less than 20MPa.

When the grouting pipe is placed in the borehole, the nozzle can be sprayed to the design elevation. After the jet grouting parameter reaches the specified value, according to the technological requirements of the rotary jet pile, the grouting pipe is lifted, and the jet grouting is carried out from bottom to top. The rotating speed of the drill pipe during the lifting process is 15-20r/min, and the lap length of the grouting pipe should be greater than 300mm.

The deviation of the center displacement of the swirl nozzle 5 is less than 500mm, the deviation of its verticality is less than 200mm, and the amount of slurry ejected during the operation of the swirl nozzle is controlled at 10-25%.

To sum up, the water-sealing structure supported by the anchor provided by the present application has the following beneficial effects:

Through the above-mentioned water sealing structure, the pile foundation 2 and the connecting pile 3 are sequentially connected and enclosed at intervals to form a water sealing structure, which strengthens the outer soil layer of the foundation pit 1, effectively prevents the cofferdam from landslide and collapse, and plays an important role in the anchorage. At the same time, a grouting hole 4 arranged in a plum blossom shape is drilled on the pile foundation 2 and the connecting pile 3, and a first water stop member is formed in both the pile foundation 2 and the connecting pile 3 and at the bottom ends of both. 8. By setting the second water stop member 9 at the outer periphery of the outer joint of the pile foundation 2 and the connecting pile 3, the anchor support mechanism, the first water stop member 8 and the second water stop member 9 together form a The complete water-stop curtain system reduces the number of high-pressure rotary jet piles and grouting holes 4 to be constructed, reduces the construction cost, and improves the construction efficiency of the water-stop curtain; at the same time, the second water-stop member 9 and the first A water-stop member 8 maximizes the water-stop effect of the anchorage support.

Some exemplary embodiments of the utility model, but those skilled in the art will understand that changes can be made to these exemplary embodiments without departing from the principle or spirit of the present utility model, and the scope of the present utility model is determined by the right requirements and their equivalents.

Claims (13)

1. The utility model provides a water structure that seals that anchorage was strutted sets up foundation ditch (1) in the stratum, its characterized in that: the water-stopping foundation pit comprises a plurality of pile foundations (2) arranged on the periphery of the foundation pit (1), connecting piles (3) arranged between the adjacent pile foundations (2), first water-stopping components (8) arranged at the bottom ends of the pile foundations (2) and the connecting piles (3), and second water-stopping components (9) arranged at the outer sides of the joints of the pile foundations (2) and the connecting piles (3); the pile foundation (2) and the connecting piles (3) are sequentially connected in a circulating mode at intervals and are enclosed to form a water sealing structure, and a plurality of grouting holes (4) used for forming the first water stopping members (8) are drilled in pile crowns of the pile foundation (2) and the connecting piles (3).

2. The water sealing structure of an anchor support according to claim 1, characterized in that: pile foundation (2) are including first steel reinforcement cage and be fixed in first pre-buried pipe (61) of first steel reinforcement cage preset position, connecting pile (3) are including the second steel reinforcement cage and be fixed in second pre-buried pipe (62) of second steel reinforcement cage preset position.

3. The water sealing structure of an anchor support according to claim 2, characterized in that: the first pre-buried pipe (61) is welded into the horizontal inner side of the first reinforcement cage, and the second pre-buried pipe (62) is welded into the horizontal inner side of the second reinforcement cage.

4. The water sealing structure of an anchor support according to claim 3, characterized in that: the distance range from the bottom end ports of the first embedded pipe (61) and the second embedded pipe (62) to the bottom end of the slotted hole is 150-250 mm.

5. The water sealing structure of an anchor support according to claim 4, characterized in that: the grouting holes (4) penetrate through the pile foundation (2) and the pile crown bottom ends of the connecting piles (3), and the bottom ends of the grouting holes (4) are communicated with the first embedded pipe (61) and the second embedded pipe (62) respectively.

6. The water sealing structure of an anchor support according to claim 5, characterized in that: the axial direction of the grouting holes (4), the axial direction of the pile foundation (2) and the axial direction of the connecting piles (3) are parallel to each other.

7. The water sealing structure of an anchor support according to claim 5, characterized in that: the grouting holes (4) are alternately arranged between two side edges of the pile foundation (2) and the connecting pile (3).

8. The water sealing structure of an anchor support according to claim 7, characterized in that: the edge of the grouting hole (4) at least one side edge of the connecting pile (3) is tangent to the edge of the pile foundation (2).

9. The water sealing structure of anchor support according to claim 1, characterized in that: the cross section of connecting pile (3) sets up for the strip, the width of connecting pile (3) is less than the diameter of pile foundation (2), the length of connecting pile (3) is greater than the diameter of pile foundation (2).

10. The water sealing structure of an anchor support according to claim 1, characterized in that: the second water stopping component (9) is a high-pressure jet grouting pile which is made by adopting single-pipe high-pressure jet grouting.

11. The water sealing structure of an anchor support according to claim 10, characterized in that: the distance range from the high-pressure jet grouting pile to the connection part between the pile foundation (2) and the connecting pile (3) is 0.3-0.4 m, and the reinforcement range of the high-pressure jet grouting pile is 2-23.1 m.

12. The water sealing structure of an anchor support according to claim 10, characterized in that: the high-pressure jet grouting pile is made of ordinary portland cement, and the water-cement ratio of the slurry of the ordinary portland cement is set to be 1: 1.

13. the water sealing structure of an anchor support according to claim 1, characterized in that: the water sealing structure is formed by alternately meshing and connecting the pile foundation (2) and the connecting pile (3) into a ring.

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