CN114673186A - TRD construction method pile waterproof curtain for penetrating gravel layer - Google Patents
TRD construction method pile waterproof curtain for penetrating gravel layer Download PDFInfo
- Publication number
- CN114673186A CN114673186A CN202210438606.8A CN202210438606A CN114673186A CN 114673186 A CN114673186 A CN 114673186A CN 202210438606 A CN202210438606 A CN 202210438606A CN 114673186 A CN114673186 A CN 114673186A
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- hinge rod
- penetrating
- gravel layer
- trd
- waterproof curtain
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
Abstract
The invention relates to the field of waterproof curtains, in particular to a TRD (blast furnace Top gas recovery device) construction method pile waterproof curtain for penetrating a round gravel layer, which comprises a pile body and a tensile steel bar for anchoring with a stratum, wherein the tensile steel bar is fixedly connected with the pile body, a connecting part is arranged on the pile body, a first hinge rod is arranged on the tensile steel bar, one end of the first hinge rod is hinged with the tensile steel bar, and the other end of the first hinge rod is connected with a driving assembly for driving the first hinge rod to swing.
Description
Technical Field
The invention relates to the field of waterproof curtains, in particular to a TRD construction method pile waterproof curtain for penetrating through a gravel layer.
Background
The waterproof curtain is a general term of a waterproof series at the periphery of the engineering main body and is used for preventing or reducing continuous water stopping bodies which are adopted by underground water flowing into the foundation pit from the side wall of the foundation pit and the bottom of the foundation pit. If the bottom surface of the foundation pit is below the underground water level and precipitation is difficult, a waterproof curtain is basically required to be arranged to prevent the seepage of underground water. If the engineering underground water is extremely abundant, the deeper the foundation pit is excavated, the higher the water pressure borne by the waterproof curtain is, and the requirements on the design and construction quality of the foundation pit enclosure waterproof scheme are high.
After the waterproof curtain is formed, because the water pressure born by the waterproof curtain is large, the waterproof curtain needs to be toppled and protected when a foundation pit is excavated, in the prior art, the waterproof curtain is toppled and protected usually in a mode of additionally arranging a tensile steel bar on the waterproof curtain, the existing tensile steel bar is usually combined with a stratum in a concrete pouring mode to anchor the tensile steel bar, because the connection between the tensile steel bar and the stratum is only combined through concrete and the combination force of the tensile steel bar and the stratum is weak, when the bearing pressure of the waterproof curtain is further increased, the situation that the tensile steel bar is separated from the stratum can occur, the anchoring can be enhanced only by increasing the depth of the tensile steel bar penetrating into the stratum at present, and because the increase of the drilling depth and the existence of a gravel layer in the stratum, the cost of the tensile steel bar is increased, the difficulty cost of drilling is also increased, and the construction efficiency is greatly reduced, therefore, how to design a TRD construction method pile waterproof curtain for penetrating a gravel layer can enhance anchoring between tensile steel bars and a ground layer by changing the structure of the tensile steel bars, so as to reduce drilling depth, further improve construction efficiency, and reduce construction cost, which is a technical problem to be solved by those skilled in the art.
Disclosure of Invention
In view of the above, the present invention is directed to overcome the disadvantages of the prior art and to provide a TRD method pile waterproof curtain for penetrating a gravel layer, which can reduce the depth of a drilled hole by enhancing the anchoring between a tensile reinforcement and a ground layer through structural changes of the tensile reinforcement, thereby improving the construction efficiency and reducing the construction cost.
In order to solve the technical problems, the technical scheme of the invention is as follows:
a TRD worker method stake stagnant water curtain for penetrating through gravel layer, including a plurality of pile bodys and be used for with the tensile reinforcing bar of stratum anchoring, tensile reinforcing bar with pile body fixed connection, set up on the pile body and be used for connecting adjacent two the connecting portion of pile body, be equipped with first articulated mast on the tensile reinforcing bar, the one end of first articulated mast with tensile reinforcing bar is articulated, the other end of first articulated mast is connected with and is used for driving the drive assembly of first articulated mast swing, still includes the sleeve, along with the swing of first articulated mast, first articulated mast divide into folded state and expansion state, during folded state, first articulated mast with tensile reinforcing bar all overlap locate inside the sleeve, during expansion state, first articulated mast follows the sleeve is inside to deviate from, first mast is articulated to the direction swing that tensile reinforcing bar locates to the two is certain angle, the first hinge rod is anchored to the formation.
Compared with the prior art, the invention has the advantages that:
when the waterproof curtain needs to be built:
the method comprises the following steps: deep holes are excavated in the stratum, a reinforcement cage is placed inside the deep holes, concrete is poured into the deep holes, and connecting holes are reserved between adjacent pile bodies;
step two: after the pile body is poured, pouring concrete into the connecting holes to form connecting parts, and connecting adjacent pile bodies through the connecting parts;
step three: drilling the pile body until the pile body is drilled into the round gravel layer;
step four: after drilling is finished, inserting the sleeve and the tensile steel bar into a hole in the pile body until the first hinge rod reaches the round gravel layer;
step five: when the end plate reaches the round gravel layer, the sleeve is drawn outwards, and after the sleeve is separated from contact with the first hinge rod, the driving assembly drives the first hinge rod to swing, so that the first hinge rod is propped open in the round gravel layer;
step six: after the first hinge rod and the second hinge rod are propped open inside the round gravel layer, concrete is poured into the sleeve, enters the stratum along the gap between the sleeve and the tensile steel bar, and flows into the space between the first hinge rod and the round gravel layer; continuously pulling the sleeve, and continuously flowing the concrete into a gap between the tensile steel bar and the pile body; after the concrete is solidified, the first hinge rod and the round gravel layer are relatively fixed, and the tensile steel bar and the pile body are relatively fixed.
Connecting portion connect adjacent pile body, bore the stratum, until boring into the boulder layer, insert the sleeve in the hole of pile body inside after the drilling is accomplished, after telescopic end inserts the boulder layer, outwards extract the sleeve, the first hinge bar of drive assembly drive rotates, there is the contained angle between first hinge bar and the tensile steel bar, continue to draw and get the slip lacing wire, pour the concrete to the sleeve inside simultaneously, the concrete gets into the inside first hinge bar and the boulder layer of inflow of stratum along the gap between sleeve and the tensile steel bar, treat the concrete consolidation back, first hinge bar and boulder layer relatively fixed, because there is the contained angle between first hinge bar and the tensile steel bar, simultaneously the concrete, the relative fixed of boulder layer and first hinge bar, first hinge bar is difficult to relative boulder layer removal, the anchoring completion of tensile steel bar and stratum.
Preferably, the driving assembly comprises a sliding tie bar 34 and a second hinge rod 36, one end of the second hinge rod 36 is hinged to the sliding tie bar 34, the other end of the sliding tie bar 34 penetrates through the pile body 10, and the other end of the second hinge rod 36 is hinged to the other end of the first hinge rod 35.
Preferably, an end plate 37 is arranged between the sliding tie bar 34 and the second hinge rod 36, the sliding tie bar 34 is fixedly connected with the end plate 37, the end plate 37 is hinged with the second hinge rod 36, and the diameter of the end plate 37 is larger than the inside diameter of the sleeve 30.
Preferably, the driving assembly further comprises an elastic ball 38, the elastic ball 38 is disposed on the sliding tie bar 34 and located in a length range of the first hinge rod 35 and/or the second hinge rod 36, and the elastic ball 38 is configured to press against the first hinge rod 35 and/or the second hinge rod 36.
Preferably, the tensile bars 33 are arranged in a plurality of annular arrays, and the sliding tie bar 34 is positioned at the center of the arrays of the tensile bars 33.
Preferably, a sliding groove 31 is formed in the sleeve 30, a sliding rail 32 is arranged on the tensile steel bar 33, and the sliding groove 31 is slidably connected with the sliding rail 32.
Preferably, a reinforcement cage 12 is arranged inside the pile body 10, and an empty shell 20 for being fixedly connected with a tensile reinforcement 33 is arranged inside the reinforcement cage 12.
Preferably, the air bag 24 is arranged between the sliding tie bar 34 and the tensile steel bar 33, the air bag 24 is used for supporting the tensile steel bar 33 to deform inside the hollow shell 20, the air bag 24 is connected with the air duct 25, and the air duct 25 is connected with the air pump.
Preferably, a positioning shaft 22 for positioning the hollow shell 20 is arranged on the hollow shell 20.
Preferably, the inside steel reinforcement cage 12 that still is equipped with of pile body 10, steel reinforcement cage 12 is including indulging muscle 13 and stirrup 14, it is equipped with a plurality ofly to indulge muscle 13 ring, stirrup 14 is followed the length direction who indulges muscle 13 is equipped with a plurality ofly, stirrup 14 still with indulge muscle 13 fixed connection, vacant shell 20 is located a plurality ofly indulge muscle 13 and a plurality of in the space that stirrup 14 encloses.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is an enlarged, fragmentary view of the reinforcement cage;
FIG. 3 is an enlarged schematic cross-sectional view of the shell;
FIG. 4 is a schematic view of the connection between the hollow shell and the tensile steel bar;
FIG. 5 is a schematic view of a closed state of the tensile bar;
FIG. 6 is a schematic view of the expanded state of the tensile reinforcement bar;
fig. 7 is a schematic sectional view showing the expansion of the balloon.
Reference numerals: 10. a pile body; 11. a connecting portion; 12. a reinforcement cage; 13. longitudinal ribs; 14. hooping; 15. positioning ribs; 20. empty shell; 21. reinforcing ribs; 22. positioning the shaft; 23. a handle; 24. an air bag; 25. an air duct; 30. a sleeve; 31. a chute; 32. a slide rail; 33. tensile steel bars; 34. sliding and stretching the ribs; 35. a first hinge lever; 36. a second hinge lever; 37. an end plate; 38. an elastic ball.
Detailed Description
The following detailed description of the embodiments of the present invention is provided in order to make the technical solution of the present invention easier to understand and understand.
Referring to fig. 1 and 2, the present embodiment provides a TRD method pile waterproof curtain for penetrating a gravel layer, which can reduce a drilling depth by enhancing anchoring between a tensile bar and a ground layer through a structural change of the tensile bar, thereby improving construction efficiency and reducing construction cost.
The utility model provides a TRD worker method stake stagnant water curtain for penetrating through gravel layer, includes a plurality of piles body 10 and be used for with the tensile reinforcing bar 33 of stratum anchoring, tensile reinforcing bar 33 with pile body 10 fixed connection, offer on the pile body 10 and be used for connecting adjacent two the connecting portion 11 of pile body 10, be equipped with first hinge bar 35 on the tensile reinforcing bar 33, the one end of first hinge bar 35 with tensile reinforcing bar 33 is articulated, the other end of first hinge bar 35 is connected with and is used for the drive first hinge bar 35 wobbling drive assembly, still includes sleeve 30, follows the swing of first hinge bar 35, first hinge bar 35 divide into folded state and expanded state, during folded state, first hinge bar 35 with tensile reinforcing bar 33 all overlaps and locates inside sleeve 30, during the expanded state, first hinge bar 35 follows sleeve 30 is inside deviate from, the first hinged rod 35 swings to a certain angle in the direction of the tensile steel bar 33, and the first hinged rod 35 is anchored with the ground.
Specifically, the method comprises the following steps:
referring to fig. 5 and 6, in order to drive the first hinge rod 35 to rotate, the driving assembly includes a sliding tie bar 34 and a second hinge rod 36, one end of the second hinge rod 36 is hinged to the sliding tie bar 34, the other end of the second hinge rod 36 is hinged to the other end of the first hinge rod 35, the second hinge rod 36 and the sliding tie bar 34 are arranged to drive the first hinge rod 35 to rotate, and the first hinge rod 35 swings towards the direction of the tensile steel bar 33.
Shown in combination with fig. 4, 5 and 6, in order to guarantee the normal expansion of first articulated rod 35 and second articulated rod 36, slip lacing wire 34 with be equipped with end plate 37 between the second articulated rod 36, slip lacing wire 34 with end plate 37 is connected, end plate 37 with second articulated rod 36 is articulated, end plate 37's diameter is greater than the inboard diameter of sleeve 30, when avoiding placing first articulated rod 35 and second articulated rod 36 inside the stratum through the setting of end plate 37, silt gets into sleeve 30 inside and leads to sleeve 30 and first articulated rod 35 unable separation or damage first articulated rod 35 and second articulated rod 36 when separating.
Referring to fig. 4, 5 and 6, in order to ensure that the first hinge rod 35 and the second hinge rod 36 are folded and inside the sleeve 30, and ensure the normal unfolding of the first hinge rod 35 and the second hinge rod 36, the driving assembly further includes an elastic ball 38, the elastic ball 38 is disposed between the sliding tie bar 34 and at least one of the first hinge rod 35 and the second hinge rod 36, the elastic ball 38 is slidably connected to the sliding tie bar 34, the first hinge rod 35 and the second hinge rod 36 are folded inside the sleeve 30 when the first hinge rod 35 and the second hinge rod 36 enter the ground, and when the first hinge rod 35 and the second hinge rod 36 lead to a designated position, the first hinge rod 35 and the second hinge rod 36 swing relative to the tensile bar 33 to ensure the smooth unfolding of the first hinge rod 35 and the second hinge rod 36.
With reference to fig. 4, 5 and 6, in order to improve the anchoring strength between the tensile steel bar 33 and the ground, the annular array of the tensile steel bar 33 is provided with a plurality of tensile steel bars, the sliding tie bar 34 is located at the center of the array of the tensile steel bar 33, and the arrangement of the plurality of tensile steel bars 33 arranged in the annular array makes the first hinge rod 35 radial when being unfolded, so as to increase the anchoring area between the tensile steel bar 33 and the gravel layer, thereby enhancing the anchoring effect.
As shown in fig. 4, fig. 5 and fig. 6, in order to ensure the anchoring strength of the tensile steel bar 33, it is necessary to avoid the tensile steel bar 33 from twisting, the inside of the sleeve 30 is provided with a sliding groove 31, the tensile steel bar 33 is provided with a sliding rail 32, the sliding groove 31 is connected with the sliding rail 32 in a sliding manner, and because when the tensile steel bar 33 is twisted, the internal stress of the tensile steel bar 33 is increased, the tensile strength of the tensile steel bar 33 is weakened due to the increase of the stress, and then the tensile steel bar 33 is more easily broken.
Referring to fig. 1 and 2, in order to enhance the strength of the pile body 10 and to facilitate control of the position of the empty shell 20 inside the pile body 10, a reinforcement cage 12 is arranged inside the pile body 10, the empty shell 20 is arranged inside the reinforcement cage 12, the empty shell 20 is positioned by the arrangement of the reinforcement cage 12, and then the position of the empty shell 20 inside the pile body 10 is controlled.
Combine shown in fig. 4, fig. 5 and fig. 7, in order to strengthen the anchoring of tensile reinforcing bar 33 and pile body 10, slip lacing wire 34 with be equipped with gasbag 24 between the tensile reinforcing bar 33, gasbag 21 with tensile reinforcing bar 33 sliding connection, gasbag 24 is used for supporting tensile reinforcing bar 33 is in the inside deformation that takes place of ghost 20, gasbag 24 is connected with air duct 25, air duct 25 is connected with the air pump, and control tensile reinforcing bar 33 through aerifing to gasbag 24 inside is crooked inside ghost 20, and then avoids tensile reinforcing bar 33 to take place to slide for pile body 10, and then strengthens the anchoring of tensile reinforcing bar 33 and pile body 10.
As shown in fig. 2 and fig. 3, in order to improve the anchoring effect of the tensile steel bar 33 and the pile body 10, the tensile steel bar 33 needs to pass through the middle of the hollow shell 20, a positioning shaft 22 for positioning the hollow shell 20 is arranged on the hollow shell 20, and the central position of the hollow shell 20 is convenient to find through the positioning shaft 22, so that the tensile steel bar 33 can pass through the middle of the hollow shell 20, and the anchoring effect of the tensile steel bar 33 and the pile body 10 is further improved.
As shown in fig. 2 and 3, in order to facilitate the removal of the positioning shaft 22 from the hollow shell 20, a handle 23 is fixed on the positioning shaft 22, and the positioning shaft 22 is easily removed from the pile body and the hollow shell 20 by rotating the handle.
With reference to fig. 3 and 4, in order to improve the anchoring effect of the tensile steel bar 33 and the pile body 10, a plurality of reinforcing ribs 21 are arranged inside the hollow shell 20, the connection effect of the concrete inside the hollow shell 20 and the hollow shell is improved by the arrangement of the reinforcing ribs 21, and the anchoring effect of the tensile steel bar 33 and the pile body 10 is further improved.
Referring to fig. 1 and 2, in order to control the position of the hollow shell 20 in the pile body 10, a reinforcement cage 12 is further arranged inside the pile body 10, the reinforcement cage 12 includes a longitudinal bar 13, a stirrup 14 and a positioning bar 15, the longitudinal bar 13 is provided with a plurality of ribs, the positioning bar 15 is fixedly connected with the stirrup 14, the stirrup 14 is provided with the hollow shell 20, the positioning bar 15 is also fixedly connected with the longitudinal bar 13, and the hollow shell 20 is placed on the stirrup 14 and then the position of the hollow shell 20 inside the reinforcement cage 12 is changed by controlling the position of the stirrup 14.
As shown in fig. 1, a connecting plate for connecting a plurality of tensile reinforcements 33 is provided on the adjacent side of the pile 10 in order to integrally reinforce the plurality of piles 10.
The implementation principle is as follows: when the waterproof curtain needs to be built:
the method comprises the following steps: deep holes are excavated in the stratum, the reinforcement cage 12 is placed in the deep holes, concrete is poured into the deep holes, and connecting holes are reserved between adjacent pile bodies 10;
step two: after the pile bodies 10 are poured, pouring concrete into the connecting holes to form connecting parts 11, and connecting the adjacent pile bodies 10 through the connecting parts 11;
step three: grinding the outer side of the circumference of the pile body 10 to find a positioning shaft 22, positioning the hollow shell 20 through the positioning shaft 22, and drilling the pile body 10 by taking a hole left on the pile body 10 as a center after pulling out the positioning shaft 22 until the hole is drilled into a round gravel layer;
step four: after drilling, inserting the end plate 37 and the sleeve 30 into a hole in the pile body 10, wherein due to the shielding of the end plate 37 on the end port of the sleeve 30, silt in the stratum cannot enter the sleeve 30 until the end plate 37 reaches the round gravel layer;
step five: when the end plate 37 reaches the gravel layer, the sleeve 30 is drawn outwards, after the sleeve 30 is separated from the contact with the first hinge rod 35, the elastic ball 38 resets and supports the first hinge rod 35 to swing towards the direction of the tensile steel bar 33, the sliding tie bar 34 is drawn, the sliding tie bar 34 drives the second hinge rod 36 to continuously swing through the end plate 37, the second hinge rod 36 drives the first hinge rod 35 to continuously swing, and the first hinge rod 35 and the second hinge rod 36 are supported in the gravel layer;
step six: after the first hinged rod 35 and the second hinged rod 36 are unfolded inside the gravel layer, concrete is poured into the sleeve 30, and the concrete enters the stratum along the gap between the sleeve 30 and the tensile steel bar 33 and flows into the space between the first hinged rod 35 and the gravel layer; continuing to pull the sleeve 30, pulling the air bag 24 through the air duct 25 at the same time, enabling the air bag 24 to be located inside the hollow shell 20, pumping air into the air bag 24 through the air duct 25 when the sleeve 30 is pulled out of the hollow shell 20, expanding the air bag 24 to push the tensile steel bars 33 to bend inside the hollow shell 20, discharging air inside the air bag 24 through the air duct 25 after the tensile steel bars 33 are bent, then pumping out the air bag 24 through the air duct 25, and enabling concrete to continue to flow into the hollow shell 20; after the concrete is solidified, the first hinge rod 35 is relatively fixed with the gravel layer, the bent tensile steel bar 33 is relatively fixed with the hollow shell 20, and the concrete solidified in the hollow shell 20 is difficult to move relative to the pile body 10 due to the existence of the hollow shell 20 and the bent tensile steel bar 33;
step seven: the adjacent side of the pile body 10 is provided with a connecting plate to connect with a plurality of tensile steel bars 33, and then the integral reinforcement of a plurality of pile bodies 10 is realized.
The above are only typical examples of the present invention, and besides, the present invention may have other embodiments, and all technical solutions formed by equivalent substitutions or equivalent transformations fall within the scope of the present invention.
Claims (10)
1. A TRD worker method pile waterproof curtain for penetrating through a gravel layer comprises a plurality of pile bodies (10) and tensile steel bars (33) used for anchoring with a stratum, wherein the tensile steel bars (33) are fixedly connected with the pile bodies (10), a connecting portion (11) used for connecting two adjacent pile bodies (10) is formed in each pile body (10), the TRD worker method pile waterproof curtain is characterized in that a first hinge rod (35) is arranged on each tensile steel bar (33), one end of each first hinge rod (35) is hinged to each tensile steel bar (33), the other end of each first hinge rod (35) is connected with a driving assembly used for driving the first hinge rod (35) to swing, the TRD worker method pile waterproof curtain further comprises a sleeve (30), the first hinge rod (35) is in a hinged state and an unfolded state, and in the hinged state, the tensile steel bars (33) are all sleeved inside the sleeve (30), when the expansion state is carried out, the first hinged rod (35) is separated from the interior of the sleeve (30), the first hinged rod (35) swings to a certain angle in the direction of the tensile steel bar (33), and the first hinged rod (35) is anchored with the stratum.
2. A TRD construction method pile waterproof curtain for penetrating a gravel layer according to claim 1, wherein the driving assembly comprises a sliding tie bar (34) and a second hinge rod (36), one end of the second hinge rod (36) is hinged with the sliding tie bar (34), the other end of the sliding tie bar (34) penetrates through the pile body (10), and the other end of the second hinge rod (36) is hinged with the other end of the first hinge rod (35).
3. A TRD construction method pile waterproof curtain for penetrating a gravel layer according to claim 2, wherein an end plate (37) is arranged between the sliding tie bar (34) and the second hinge rod (36), the sliding tie bar (34) is fixedly connected with the end plate (37), the end plate (37) is hinged with the second hinge rod (36), and the diameter of the end plate (37) is larger than the inner diameter of the sleeve (30).
4. The TRD construction method pile waterproof curtain for penetrating a gravel layer according to claim 2, wherein the driving assembly further comprises an elastic ball (38), the elastic ball (38) is arranged on the sliding tie bar (34) and is positioned in the length range of the first hinge rod (35) and/or the second hinge rod (36), and the elastic ball (38) is used for pressing against the first hinge rod (35) and/or the second hinge rod (36).
5. A TRD method pile waterproof curtain for penetrating a gravel layer according to claim 1, wherein the tensile reinforcement (33) is provided in a plurality in an annular array, and the sliding tie (34) is located at the center of the array of the tensile reinforcement (33).
6. A TRD construction method pile waterproof curtain for penetrating through a gravel layer according to claim 5, wherein a sliding groove (31) is formed in the sleeve (30), a sliding rail (32) is arranged on the tensile reinforcing steel bar (33), and the sliding groove (31) is connected with the sliding rail (32) in a sliding mode.
7. A TRD (blast furnace direct construction) pile waterproof curtain for penetrating through a gravel layer as claimed in claim 5, wherein a reinforcement cage (12) is arranged inside the pile body (10), and an empty shell (20) for fixedly connecting with a tensile reinforcement (33) is arranged inside the reinforcement cage (12).
8. The TRD (blast furnace concrete) construction method pile waterproof curtain for penetrating through a gravel layer as claimed in claim 7, wherein an air bag (24) is arranged between the sliding tie bar (34) and the tensile steel bar (33), the air bag (24) is used for supporting the tensile steel bar (33) to deform inside the hollow shell (20), the air bag (24) is connected with an air guide pipe (25), and the air guide pipe (25) is connected with an air pump.
9. The TRD construction method pile waterproof curtain for penetrating through the gravel layer as claimed in claim 7, wherein a positioning shaft (22) for positioning the hollow shell (20) is provided on the hollow shell (20).
10. The TRD (blast furnace direct reduction) construction method pile waterproof curtain for penetrating through a gravel layer according to claim 7, wherein a reinforcement cage (12) is further arranged inside the pile body (10), the reinforcement cage (12) comprises a longitudinal rib (13) and a stirrup (14), the longitudinal rib (13) is annularly provided in a plurality of numbers, the stirrup (14) is arranged in a plurality of numbers along the length direction of the longitudinal rib (13), the stirrup (14) is fixedly connected with the longitudinal rib (13), and the hollow shell (20) is arranged in a plurality of numbers, wherein the longitudinal rib (13) and the stirrup (14) enclose a space.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210438606.8A CN114673186B (en) | 2022-04-25 | 2022-04-25 | TRD construction method pile waterproof curtain for penetrating round gravel layer |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210438606.8A CN114673186B (en) | 2022-04-25 | 2022-04-25 | TRD construction method pile waterproof curtain for penetrating round gravel layer |
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| CN114673186A true CN114673186A (en) | 2022-06-28 |
| CN114673186B CN114673186B (en) | 2023-09-22 |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0828198A (en) * | 1994-07-19 | 1996-01-30 | Toda Constr Co Ltd | Earth retaining wall and its construction |
| CN206359987U (en) * | 2017-01-03 | 2017-07-28 | 钱亮 | A kind of Retaining Structure with Double-row Piles |
| CN110158626A (en) * | 2019-06-20 | 2019-08-23 | 广东宏丰建设工程有限公司 | A kind of water stop curtain structure |
| CN113136886A (en) * | 2021-05-22 | 2021-07-20 | 广东铭濠润建工有限公司 | Foundation pit waterproof curtain and construction method thereof |
| KR102309753B1 (en) * | 2021-03-12 | 2021-10-07 | 최경철 | Steel plate wall order structure and construction method |
| CN113622435A (en) * | 2021-09-17 | 2021-11-09 | 中煤长江基础建设有限公司 | Multistage expansion supporting device and construction method thereof |
-
2022
- 2022-04-25 CN CN202210438606.8A patent/CN114673186B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0828198A (en) * | 1994-07-19 | 1996-01-30 | Toda Constr Co Ltd | Earth retaining wall and its construction |
| CN206359987U (en) * | 2017-01-03 | 2017-07-28 | 钱亮 | A kind of Retaining Structure with Double-row Piles |
| CN110158626A (en) * | 2019-06-20 | 2019-08-23 | 广东宏丰建设工程有限公司 | A kind of water stop curtain structure |
| KR102309753B1 (en) * | 2021-03-12 | 2021-10-07 | 최경철 | Steel plate wall order structure and construction method |
| CN113136886A (en) * | 2021-05-22 | 2021-07-20 | 广东铭濠润建工有限公司 | Foundation pit waterproof curtain and construction method thereof |
| CN113622435A (en) * | 2021-09-17 | 2021-11-09 | 中煤长江基础建设有限公司 | Multistage expansion supporting device and construction method thereof |
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| CN114673186B (en) | 2023-09-22 |
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