CN111851512A - Construction method of deep foundation pit retaining wall structure and underground space structure - Google Patents
Construction method of deep foundation pit retaining wall structure and underground space structure Download PDFInfo
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- CN111851512A CN111851512A CN202010509773.8A CN202010509773A CN111851512A CN 111851512 A CN111851512 A CN 111851512A CN 202010509773 A CN202010509773 A CN 202010509773A CN 111851512 A CN111851512 A CN 111851512A
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- 238000010276 construction Methods 0.000 title claims abstract description 38
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 221
- 239000002689 soil Substances 0.000 claims abstract description 58
- 230000005484 gravity Effects 0.000 claims abstract description 18
- 238000000034 method Methods 0.000 claims abstract description 9
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 18
- 229910052742 iron Inorganic materials 0.000 claims description 9
- 230000009471 action Effects 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 description 10
- 239000000758 substrate Substances 0.000 description 5
- 230000008569 process Effects 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000002912 waste gas Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- Piles And Underground Anchors (AREA)
Abstract
The invention provides a deep foundation pit retaining wall structure, which comprises: the cylindrical retaining wall comprises a cylindrical retaining wall body, wherein a water pipe which is communicated from top to bottom is poured in the cylindrical retaining wall body, and the water pipe is provided with a water outlet which is arranged on the lower end surface of the cylindrical retaining wall body and a water inlet which is arranged on the upper end surface of the cylindrical retaining wall body. Through the design, on one hand, water can be injected into the soil body on the lower end surface of the cylindrical retaining wall body through the water pipe to soften the soil body, so that the aim of reducing the resistance of the cylindrical retaining wall body end is fulfilled, the cylindrical retaining wall body is favorably sunk, and in addition, the softened soil body can also be favorably excavated, and the construction progress is improved; moreover, the soil body below the lower end surface can be scoured in a mode of injecting high-pressure water flow, so that the cylindrical retaining wall body sinks by virtue of gravity; therefore, the purposes of reducing construction procedures, construction noise and construction period and further reducing pollution to the surrounding environment can be finally realized; also discloses a construction method of the underground space.
Description
Technical Field
The invention relates to a construction method of a deep foundation pit retaining wall structure and an underground space structure.
Background
The construction difficulty of underground buildings is too big, the cost is too high, especially relate to "excavation supporting" engineering volume proportion when soft soil foundation too big, often appear "supporting the cost" and than the condition that main body building cost is high. In addition, underground engineering construction is complicated, so that the process links are multiple, the connection difficulty is high, the required construction period is too long, the influence on the surrounding environment is too large, for example, noise, vibration, waste gas, slurry and the like can be generated, and the influence is larger particularly in dense population areas. In the prior art, when a deep foundation pit is supported, a retaining wall is mainly formed by adopting a piling mode, for example, Chinese patent document CN108708382A discloses a continuous retaining wall for the deep foundation pit, wherein a continuous meshing part is formed by mutually and continuously meshing at least one layer of pile bodies and is annularly arranged around the foundation pit; the waterproof part is longitudinally inserted at the occlusion part of at least two adjacent piles and used for preventing underground water from permeating from the outer side of the foundation pit to the inner side of the foundation pit of the continuous occlusion part; the water blocking component is channel steel or steel plate. Above structure, can pass through the part that blocks water prevents effectively that groundwater from the interlock department infiltration of two adjacent pile bodies is inside the foundation ditch to the stagnant water ability of deep basal pit continuous barricade has been improved. Chinese patent document CN209308039U discloses a deep foundation pit underground space structure, which is characterized by comprising: the foundation pit is cylindrical; the plurality of cement soil pile bodies are annularly arranged along the inner wall of the foundation pit and mutually meshed to form a closed retaining wall; a plurality of interior ring beam of propping follows the annular fixed setting of inner wall of barricade, follow the inside of foundation ditch is right to the soil body the barricade forms the support, wherein, interior ring beam's interval certainly foundation ditch top reduces to the bottom gradually. The two foundation pit retaining walls are two main retaining wall forms in the prior art and are obtained by adopting piling form construction.
Although the two retaining walls can be used for driving the pile body to the designed depth according to the construction requirements, the pile driving construction can cause the defects of more construction processes, higher construction noise, longer construction period, higher pollution to the surrounding environment and the like.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is how to provide a deep foundation pit retaining wall structure and an underground space construction method which have the advantages of less construction processes, less construction noise, shorter construction period and less pollution to the surrounding environment.
The invention provides a deep foundation pit retaining wall structure, which comprises: the cylindrical retaining wall comprises a cylindrical retaining wall body, wherein a soil breaking structure is formed at the bottom of the cylindrical retaining wall body, and the cylindrical retaining wall body is suitable for realizing downward soil breaking and sinking through the cooperation of the soil breaking structure and the gravity of the cylindrical retaining wall body; the cylindrical retaining wall body is internally poured with a water pipe which is communicated from top to bottom, and the water pipe is provided with a water outlet which is positioned on the lower end surface of the cylindrical retaining wall body and a water inlet which is positioned on the upper end surface of the cylindrical retaining wall body.
Foretell deep basal pit barricade structure, wherein, cartridge type barricade body includes: the first cylinder and the second cylinder are poured and tamped together from top to bottom; and the water pipe comprises a first water pipe and a second water pipe; the water outlet is a first water outlet of the first water pipe, which is positioned on the lower end surface of the first cylinder, and the first water pipe is provided with a first water inlet which is positioned on the upper end surface of the first cylinder; the water inlet is a second water inlet of the second water pipe, which is positioned on the upper end surface of the second cylinder body, and the second water pipe is provided with a second water outlet positioned on the lower end surface of the second cylinder body; wherein the first water inlet of the first water pipe is communicated with the second water outlet of the second water pipe.
Foretell formula deep basal pit barricade structure sinks oneself, wherein, still including pour in this is internal for the cartridge type barricade, and the lateral wall department of cartridge type barricade body and the third water pipe of outside intercommunication, the third water pipe with the second water inlet intercommunication.
The self-sinking deep foundation pit retaining wall structure is characterized in that the cylindrical retaining wall body is an iron ore sand concrete wall body.
The self-sinking deep foundation pit retaining wall structure further comprises a grouting pipe which is poured in the cylindrical retaining wall body and is located between the upper end surface and the outer end surface of the cylindrical retaining wall body.
Foretell formula deep basal pit barricade structure of oneself sinks, wherein, the slip casting pipe is the cross slip casting pipe, and every be equipped with the cross slip casting pipe in the cross slip casting leads to, wherein, the cross slip casting pipe has and transversely pierces through the horizontal pipe portion of the medial surface and the lateral wall of barrel-shaped barricade body, and the inside vertical extension's of barrel-shaped barricade body perpendicular pipe portion.
The above self-sinking deep foundation pit retaining wall structure, wherein the water pipe and the grouting pipe are the same pipeline.
The invention also provides a construction method of the underground space, which comprises the following steps:
a. Shallow base treatment;
b. installing a first die body;
wherein, still include:
c. installing a steel bar and a first water pipe in the first die body, and pouring and tamping concrete in the first die body to obtain a first barrel; a ground breaking structure is formed at the bottom of the first cylinder; the first water pipe is provided with a first water outlet positioned on the lower end surface of the first cylinder and a first water inlet positioned on the upper end surface of the first cylinder;
d. the soil body is excavated outwards from the inside of the first barrel, so that the soil breaking structure is matched with the gravity of the first barrel to break soil downwards, high-pressure water is injected into the first barrel through the first water inlet of the first water pipe, and high-pressure water flow ejected from the first water outlet flushes soil at the lower end of the first barrel into the first barrel, so that the first barrel sinks under the action of the gravity of the first barrel.
After the step d, the construction method of the underground space further comprises the following steps: e. after the first cylinder body sinks to a preset depth, a second die body is installed above the first cylinder body, reinforcing steel bars and a second water pipe are installed in the second die body, the second water pipe is communicated with the first water pipe, and concrete is poured and tamped in the second die body to obtain a second cylinder body, wherein the second water pipe is provided with a second water inlet located on the upper end face of the second cylinder body; f. and soil is excavated and transported outwards from the inside of the first barrel and the second barrel, and high-pressure water is injected inwards through the second water inlet of the second water pipe, so that the soil at the lower end part of the first barrel is washed into the first barrel by high-pressure water flow ejected from the first water outlet, and the first barrel and the second barrel sink under the action of self gravity until reaching a preset depth.
The construction method of the underground space further comprises installing a third water pipe in step c and/or step e, wherein the third water pipe is communicated with the outside at the outer side wall of the first cylinder and is communicated with the second water inlet.
In the construction method of the underground space, the plurality of first water pipes are uniformly arranged in the first cylinder in the circumferential direction.
The construction method of the underground space further comprises the step of adjusting the sinking speed, depth and verticality of the cylinder by controlling the digging and transporting speed and adjusting the flow speed and pressure of the high-pressure water flow.
The construction method of the underground space further comprises the step of pressing concrete grout into the substrate through the first water pipe and the second water pipe or adding a pile body or an anchor rod to the substrate to reinforce the anti-floating force of the substrate according to the strength or anti-floating force requirement of the substrate after the substrate is sunk to the preset depth.
The construction method of the underground space is characterized in that the concrete comprises iron ore and sandstone.
In the method for constructing an underground space, the step c may further include a step of pouring a through-hole grouting pipe between the upper end surface and the outer end surface of the first cylinder in the first cylinder.
The construction method of the underground space, wherein the grouting pipes are cross grouting pipes, each cross grouting pipe is provided with a cross grouting pipe inside, the first mold body comprises an inner mold plate and an outer mold plate, and each cross grouting pipe is provided with a horizontal pipe part transversely penetrating through the inner mold plate and the outer mold plate and a vertical pipe part vertically extending inside the first cylinder body; and two ends of the transverse pipe part of the cross grouting pipe are provided with limiting parts for limiting the transverse interval width between the inner template and the outer template.
The technical scheme of the invention has the following technical effects:
1. the embodiment of the invention discloses a deep foundation pit retaining wall structure, which comprises: the cylindrical retaining wall comprises a cylindrical retaining wall body, wherein a soil breaking structure is formed at the bottom of the cylindrical retaining wall body, and the cylindrical retaining wall body is suitable for realizing downward soil breaking and sinking through the cooperation of the soil breaking structure and the gravity of the cylindrical retaining wall body; the cylindrical retaining wall body is internally poured with a water pipe which is communicated from top to bottom, and the water pipe is provided with a water outlet which is positioned on the lower end surface of the cylindrical retaining wall body and a water inlet which is positioned on the upper end surface of the cylindrical retaining wall body. Through the design, on one hand, water can be injected into the soil body on the lower end surface of the cylindrical retaining wall body through the water pipe to soften the soil body, so that the aim of reducing the resistance of the cylindrical retaining wall body end is fulfilled, the cylindrical retaining wall body is favorably sunk, and in addition, the softened soil body can also be favorably excavated, and the construction progress is improved; moreover, the soil body below the lower end surface can be scoured in a mode of injecting high-pressure water flow, so that the cylindrical retaining wall body sinks by virtue of gravity; therefore, the purposes of reducing construction procedures, construction noise and construction period and further reducing pollution to the surrounding environment can be finally realized.
2. In the embodiment of the invention, the deep foundation pit retaining wall structure further comprises a first cylinder and a second cylinder which are poured and tamped together from top to bottom; and the water pipe comprises a first water pipe and a second water pipe; the water outlet is a first water outlet of the first water pipe, which is positioned on the lower end surface of the first cylinder, and the first water pipe is provided with a first water inlet which is positioned on the upper end surface of the first cylinder; the water inlet is a second water inlet of the second water pipe, which is positioned on the upper end surface of the second cylinder body, and the second water pipe is provided with a second water outlet positioned on the lower end surface of the second cylinder body; wherein the first water inlet of the first water pipe is communicated with the second water outlet of the second water pipe. In the above design, the whole deep foundation pit retaining wall structure is formed by butting at least two cylinders, so that the problem that the depth reached by adopting a single structure is not enough and cannot be adjusted according to the condition, or the problem that the excavation construction of a soil body in a cylinder is inconvenient due to the overhigh deep foundation pit retaining wall can be avoided.
3. In an embodiment of the present invention, the deep foundation pit retaining wall structure further includes a third water pipe which is poured into the cylindrical retaining wall body and is communicated with the outside at the outer side wall of the cylindrical retaining wall body, and the third water pipe is communicated with the second water inlet. Through the water injection to the third water pipe, water flows to the soil body on the outer side wall of the cylindrical retaining wall body to humidify the soil body, so that the abrasion resistance of the soil body to the cylindrical retaining wall body can be reduced, and the sinking of the cylindrical retaining wall body can be facilitated.
4. The cylindrical retaining wall body is an iron ore sand stone concrete wall body, and because the material of the wall body is added with iron ore sand stone besides concrete, on one hand, the dead weight of the cylindrical retaining wall body can be increased, which is beneficial to sinking; on the other hand, because the iron ore and the gravel have good heat-conducting property, the iron ore and the gravel can play a good passive energy-saving role in collecting and utilizing underground heat energy and cold energy and storing, recycling and utilizing the underground heat energy and the cold energy.
5. The cylindrical retaining wall body also comprises a through grouting pipe which is poured in the cylindrical retaining wall body and is positioned between the upper end surface and the outer end surface of the cylindrical retaining wall body; the added grouting pipe can be used for introducing concrete slurry into soil bodies of the basement and the outer side wall after the cylindrical retaining wall body sinks to the final preset depth, so that the water stopping and reinforcing effects are achieved.
6. The embodiment of the invention discloses a construction method of an underground space, wherein, a, shallow foundation treatment; b. installing a first die body; wherein, still include: c. installing a steel bar and a first water pipe in the first die body, and pouring and tamping concrete in the first die body to obtain a first barrel; a ground breaking structure is formed at the bottom of the first cylinder; the first water pipe is provided with a first water outlet positioned on the lower end surface of the first cylinder and a first water inlet positioned on the upper end surface of the first cylinder;
d. The soil body is excavated outwards from the inside of the first barrel, so that the soil breaking structure is matched with the gravity of the first barrel to break soil downwards, high-pressure water is injected into the first barrel through the first water inlet of the first water pipe, and high-pressure water flow ejected from the first water outlet flushes soil at the lower end of the first barrel into the first barrel, so that the first barrel sinks under the action of the gravity of the first barrel. By adopting the construction method, the introduced high-pressure water flow can be fully utilized to treat the soil body so as to realize automatic sinking, and the pressure and the flow of the water flow can be controlled and adjusted according to the sinking condition, such as the depth, the verticality, the speed and the like of the first cylinder.
7. In step c and/or step e, a third water pipe is installed, wherein the third water pipe is communicated with the outside at the outer side wall of the first cylinder and is communicated with the second water inlet. Through the water injection to the third water pipe, make rivers flow to the soil body of first barrel outer wall to the humidifying soil body, thereby can reduce the ground resistance of soil body to first barrel, and then can be favorable to sinking of first barrel.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic view of one embodiment of a deep foundation pit retaining wall structure according to the present invention;
FIG. 2 is a schematic view of another embodiment of the retaining wall structure of the deep foundation pit of the present invention;
FIG. 3 is a schematic view of another embodiment of the retaining wall structure of the deep foundation pit according to the present invention;
FIG. 4 is a schematic top view of one embodiment of the deep foundation pit retaining wall structure of the present invention;
reference numerals:
1-a cylindrical retaining wall body; 100-a ground breaking structure; 2-a water pipe; 3-water outlet; 4-a water inlet; 5-anchor rod; 6-a bottom plate; 8-a first cylinder; 9-a second cylinder; 10-a first water pipe; 11-a second water pipe; 3' -a first water outlet; 12-a first water inlet; 4' -a second water inlet; 13-a second water outlet; 15-third water pipe.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In addition, the technical features involved in the different embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
Example 1
The embodiment provides a deep foundation pit retaining wall structure, as one of the implementation manners, as shown in fig. 1, specifically including: the cylindrical retaining wall comprises a cylindrical retaining wall body 1, wherein a soil breaking structure 100 is formed at the bottom of the cylindrical retaining wall body, and the cylindrical retaining wall body 1 is suitable for realizing downward soil breaking and sinking through the cooperation of the soil breaking structure 100 and the gravity of the cylindrical retaining wall body; a water pipe 2 which is communicated up and down is poured in the cylindrical retaining wall body 1, and the water pipe is provided with a water outlet 3 which is positioned on the lower end surface of the cylindrical retaining wall body and a water inlet 4 which is positioned on the upper end surface of the cylindrical retaining wall body 1. In addition, still include pour at deep basal pit barricade structure bottom, with bottom plate 6 of barrel type barricade body coupling, bottom plate 6 can take shape there is sump pit 7 to and set up and be in pile body or stock 5 below bottom plate 6.
The earth-breaking structure 2 is preferably a wedge-shaped edge structure or a blade structure which is formed at the bottom of the cylindrical retaining wall body 1 and has a low outer side and a high inner side, wherein the earth-breaking structure 100 has a protruding structure which is outward relative to the outer side wall of the main body of the cylindrical retaining wall body 1, and the outer side surface of the protruding structure is vertically arranged or formed, so that when the earth-breaking structure 100 breaks the earth and sinks by means of the gravity of the cylindrical retaining wall body 1, the contact area between the soil body and the cylindrical retaining wall body 1 is reduced, especially in the soil body with less water content (less foundation pit side collapse), the outer side of the protruding structure mainly generates frictional resistance to the cylindrical retaining wall body 1, but not mainly passes through the outer side wall of the main body of the cylindrical retaining wall body 1, thereby being more beneficial to the sinking of the cylindrical retaining wall body 1; without the protruding structure, the contact area between the outer side wall of the main body and the soil body will be increased along with the sinking of the cylindrical retaining wall body, resulting in the increase of the frictional resistance and being not beneficial to the sinking.
As another specific embodiment, as shown in fig. 2, the cylindrical retaining wall body of the deep foundation pit retaining wall structure may further include: a first cylinder 8 and a second cylinder 9 which are poured and pounded together from top to bottom; and the water pipe 2 comprises a first water pipe 10 and a second water pipe 11; the water outlet 3 is a first water outlet 3' of the first water pipe 10, which is located on the lower end surface of the first cylinder 8, and the first water pipe 10 is provided with a first water inlet 12, which is located on the upper end surface of the first cylinder 8; the water inlet 4 is a second water inlet 4' of the second water pipe 11, which is located on the upper end surface of the second cylinder, and the second water pipe 11 is provided with a second water outlet 13 located on the lower end surface of the second cylinder 9; wherein the first water inlet 12 of the first water pipe 8 is communicated with the second water outlet 13 of the second water pipe 11. As a further improved embodiment, a third cylinder may be further included at the upper part of the second cylinder 9, and the structure of the third cylinder may be the same as that of the second cylinder, and an internal water pipe is connected with the water pipe of the second cylinder (not shown).
Further, the water treatment device can further comprise a third water pipe 15 which is poured in the cylindrical retaining wall body and is communicated with the outside at the outer side wall of the cylindrical retaining wall body, and the third water pipe is communicated with the second water inlet 4'. As a preferred embodiment, the cylindrical retaining wall body is an iron ore sand concrete wall.
As shown in fig. 3, a plurality of first water pipes 10 are uniformly arranged in the first cylinder 8 in the circumferential direction. In addition, as shown in fig. 4, the deep foundation pit retaining wall structure further includes a through grouting pipe which is poured in the cylindrical retaining wall body and is located between the upper end surface and the outer end surface of the cylindrical retaining wall body. The slip casting pipe can be cross slip casting pipe, and every be equipped with cross slip casting pipe in the cross slip casting leads to, wherein, cross slip casting pipe has and transversely pierces through the portion is violently managed to the medial surface of barrel-shaped barricade body and lateral wall, and the inside vertical extension's of barrel-shaped barricade body perpendicular pipe portion.
In order to save materials, the water pipe and the grouting pipe can be the same pipe.
Example 2
The invention also provides a construction method of the underground space, which comprises the following steps:
a. Shallow base treatment;
b. installing a first die body;
wherein, still include:
c. installing a steel bar and a first water pipe in the first die body, and pouring and tamping concrete in the first die body to obtain a first barrel; a ground breaking structure is formed at the bottom of the first cylinder; the first water pipe is provided with a first water outlet positioned on the lower end surface of the first cylinder and a first water inlet positioned on the upper end surface of the first cylinder;
d. the soil body is excavated outwards from the inside of the first barrel, so that the soil breaking structure is matched with the gravity of the first barrel to break soil downwards, high-pressure water is injected into the first barrel through the first water inlet of the first water pipe, and high-pressure water flow ejected from the first water outlet flushes soil at the lower end of the first barrel into the first barrel, so that the first barrel sinks under the action of the gravity of the first barrel.
After the step d, the following steps can be further included: e. after the first cylinder body sinks to a preset depth, a second die body is installed above the first cylinder body, reinforcing steel bars and a second water pipe are installed in the second die body, the second water pipe is communicated with the first water pipe, and concrete is poured and tamped in the second die body to obtain a second cylinder body, wherein the second water pipe is provided with a second water inlet located on the upper end face of the second cylinder body; f. and soil is excavated and transported outwards from the inside of the first cylinder and the second cylinder, and high-pressure water is injected inwards through a second water inlet of the second water pipe, so that the soil at the lower end part of the first cylinder is washed into the first cylinder by high-pressure water flow ejected from the first water outlet, and the first cylinder and the second cylinder sink under the action of self gravity until reaching a preset depth.
As another embodiment, in the step c and/or the step e, a third water pipe is further installed, wherein the third water pipe is communicated with the outside at the outer side wall of the first cylinder and is communicated with the second water inlet.
In the process of digging and transporting the soil body, the sinking speed, depth and verticality of the cylinder body can be further adjusted by controlling the digging and transporting speed and adjusting the flow speed and pressure of high-pressure water flow.
And after sinking to a preset depth, pouring a bottom plate at the base, and pressing concrete grout into the base through the first water pipe and the second water pipe according to the requirement of the strength or the anti-buoyancy of the bottom plate, or additionally arranging a pile body or an anchor rod on the bottom plate to reinforce the anti-buoyancy of the base.
In yet another embodiment, iron ore sand may be included in the concrete.
As still another specific embodiment, the step c further includes a step of casting a through-hole grouting pipe in the first cylinder between the upper end surface and the outer end surface of the first cylinder.
As another embodiment, the grouting pipes may be cross grouting pipes, each of the cross grouting pipes is provided with a cross grouting pipe therein, and the first mold body includes an inner mold plate and an outer mold plate, wherein the cross grouting pipe has a horizontal pipe portion transversely penetrating the inner mold plate and the outer mold plate, and a vertical pipe portion vertically extending inside the first cylinder body; and two ends of the transverse pipe part of the cross grouting pipe are provided with limiting parts for limiting the transverse interval width between the inner template and the outer template.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (10)
1. The utility model provides a deep basal pit retaining wall structure of formula of sinking certainly, includes:
a cylindrical retaining wall body is arranged on the retaining wall,
it is characterized in that the preparation method is characterized in that,
a soil breaking structure is formed at the bottom of the cylindrical retaining wall body, and the cylindrical retaining wall body is suitable for realizing downward soil breaking and sinking through the gravity cooperation of the soil breaking structure and the cylindrical retaining wall body;
the cylindrical retaining wall is internally poured with a water pipe which is communicated up and down, and the water pipe is provided with a water outlet which is arranged on the lower end surface of the cylindrical retaining wall and a water inlet which is arranged on the upper end surface of the cylindrical retaining wall.
2. The self-sinking deep foundation pit retaining wall structure according to claim 1, wherein the cylindrical retaining wall body comprises:
the first cylinder and the second cylinder are poured and tamped together from top to bottom; and the water pipe comprises a first water pipe and a second water pipe;
The water outlet is a first water outlet of the first water pipe, which is positioned on the lower end surface of the first cylinder, and the first water pipe is provided with a first water inlet which is positioned on the upper end surface of the first cylinder;
the water inlet is a second water inlet of the second water pipe, which is positioned on the upper end surface of the second cylinder body, and the second water pipe is provided with a second water outlet positioned on the lower end surface of the second cylinder body;
wherein the first water inlet of the first water pipe is communicated with the second water outlet of the second water pipe.
3. The self-sinking deep foundation pit retaining wall structure according to claim 2,
still including pour in this is internal for the barrel-type barricade, and the lateral wall department of barrel-type barricade body and the third water pipe of outside intercommunication, the third water pipe with the second water inlet intercommunication.
4. The self-sinking deep foundation pit retaining wall structure according to claim 3,
the cylindrical retaining wall body is an iron ore sand concrete wall body.
5. The self-sinking deep foundation pit retaining wall structure according to any one of claims 1 to 4, further comprising a through grouting pipe which is poured into the cylindrical retaining wall body and is located between the upper end surface and the outer end surface of the cylindrical retaining wall body.
6. The self-sinking deep foundation pit retaining wall structure according to claim 5, wherein the grouting pipes are cross grouting pipes, and each of the cross grouting pipes is provided with a cross grouting pipe therein, wherein the cross grouting pipe has a horizontal pipe portion transversely penetrating the inner side surface and the outer side wall of the cylindrical retaining wall body, and a vertical pipe portion vertically extending inside the cylindrical retaining wall body.
7. The self-sinking deep foundation pit retaining wall structure according to claim 6, wherein the water pipe and the grouting pipe are the same pipe.
8. A construction method of an underground space comprises the following steps:
a. shallow base treatment;
b. installing a first die body;
it is characterized by also comprising:
c. installing a steel bar and a first water pipe in the first die body, and pouring and tamping concrete in the first die body to obtain a first barrel; a ground breaking structure is formed at the bottom of the first cylinder; the first water pipe is provided with a first water outlet positioned on the lower end surface of the first cylinder and a first water inlet positioned on the upper end surface of the first cylinder;
d. the soil body is excavated outwards from the inside of the first barrel, so that the soil breaking structure is matched with the gravity of the first barrel to break soil downwards, high-pressure water is injected into the first barrel through the first water inlet of the first water pipe, and high-pressure water flow ejected from the first water outlet flushes soil at the lower end of the first barrel into the first barrel, so that the first barrel sinks under the action of the gravity of the first barrel.
9. A method of constructing an underground space according to claim 8, further comprising, after the step d, the steps of:
e. after the first cylinder body sinks to a preset depth, a second die body is installed above the first cylinder body, reinforcing steel bars and a second water pipe are installed in the second die body, the second water pipe is communicated with the first water pipe, and concrete is poured and tamped in the second die body to obtain a second cylinder body, wherein the second water pipe is provided with a second water inlet located on the upper end face of the second cylinder body;
f. and soil is excavated and transported outwards from the inside of the first barrel and the second barrel, and high-pressure water is injected inwards through the second water inlet of the second water pipe, so that the soil at the lower end part of the first barrel is washed into the first barrel by high-pressure water flow ejected from the first water outlet, and the first barrel and the second barrel sink under the action of self gravity until reaching a preset depth.
10. A method of constructing an underground space according to claim 9, further comprising installing a third water pipe at the step c and/or the step e, wherein the third water pipe communicates with the outside at the outer side wall of the first cylinder and communicates with the second water inlet.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
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| CN202010509773.8A CN111851512A (en) | 2020-06-02 | 2020-06-02 | Construction method of deep foundation pit retaining wall structure and underground space structure |
| PCT/CN2020/134187 WO2021243995A1 (en) | 2020-06-02 | 2020-12-07 | Deep foundation pit retaining wall structure and construction method for underground space structure |
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| CN202010509773.8A CN111851512A (en) | 2020-06-02 | 2020-06-02 | Construction method of deep foundation pit retaining wall structure and underground space structure |
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| CN202010509773.8A Pending CN111851512A (en) | 2020-06-02 | 2020-06-02 | Construction method of deep foundation pit retaining wall structure and underground space structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112343060A (en) * | 2020-11-30 | 2021-02-09 | 江西基业科技集团有限公司 | Forward and reverse composite construction method for cylindrical foundation pit structure |
| WO2021243995A1 (en) * | 2020-06-02 | 2021-12-09 | 江西基业科技集团有限公司 | Deep foundation pit retaining wall structure and construction method for underground space structure |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114991189B (en) * | 2022-06-07 | 2023-07-21 | 广东耀南建设集团有限公司 | Intelligent integrated deep foundation pit bottom water lowering and draining system |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4025176A1 (en) * | 1990-08-08 | 1992-02-13 | Adolf Traunbauer | Basement construction in water-bearing ground - has frame for walls constructed, lowered and soil is pumped out |
| JPH09242083A (en) * | 1996-03-06 | 1997-09-16 | Taisei Corp | Caisson body |
| CN201908316U (en) * | 2010-11-22 | 2011-07-27 | 广州工程总承包集团有限公司 | Annular cast-in-place concrete sinking well protection wall with plastic mould cavity and steel ribs |
| CN206298891U (en) * | 2016-12-15 | 2017-07-04 | 岩土科技股份有限公司 | A kind of construction of diaphragm wall device |
| CN210086275U (en) * | 2019-05-30 | 2020-02-18 | 安徽省交通控股集团有限公司 | Double-wall hollow open caisson foundation |
| CN110805053A (en) * | 2019-11-05 | 2020-02-18 | 武汉市市政建设集团有限公司 | Construction method of deep foundation pit open caisson self-sinking supporting system |
| CN111139855A (en) * | 2019-12-25 | 2020-05-12 | 孙华章 | Bottom concrete caisson capable of self-weight forced landing and construction method |
| CN212506296U (en) * | 2020-06-02 | 2021-02-09 | 江西基业科技集团有限公司 | Self-sinking type deep foundation pit retaining wall structure |
| CN212506298U (en) * | 2020-06-02 | 2021-02-09 | 江西基业科技集团有限公司 | Self-sinking type deep foundation pit retaining wall structure |
| CN111851512A (en) * | 2020-06-02 | 2020-10-30 | 江西基业科技集团有限公司 | Construction method of deep foundation pit retaining wall structure and underground space structure |
| CN111851513A (en) * | 2020-06-02 | 2020-10-30 | 江西基业科技集团有限公司 | Construction method of self-sinking type deep foundation pit retaining wall structure and underground space structure |
-
2020
- 2020-06-02 CN CN202010509773.8A patent/CN111851512A/en active Pending
- 2020-12-07 WO PCT/CN2020/134187 patent/WO2021243995A1/en active Application Filing
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2021243995A1 (en) * | 2020-06-02 | 2021-12-09 | 江西基业科技集团有限公司 | Deep foundation pit retaining wall structure and construction method for underground space structure |
| CN112343060A (en) * | 2020-11-30 | 2021-02-09 | 江西基业科技集团有限公司 | Forward and reverse composite construction method for cylindrical foundation pit structure |
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| WO2021243995A1 (en) | 2021-12-09 |
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