CN115450204B - Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing - Google Patents
Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing Download PDFInfo
- Publication number
- CN115450204B CN115450204B CN202211267950.1A CN202211267950A CN115450204B CN 115450204 B CN115450204 B CN 115450204B CN 202211267950 A CN202211267950 A CN 202211267950A CN 115450204 B CN115450204 B CN 115450204B
- Authority
- CN
- China
- Prior art keywords
- karst cave
- forming
- filling
- pile
- diameter
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 72
- 239000010959 steel Substances 0.000 title claims abstract description 72
- 239000004567 concrete Substances 0.000 title claims abstract description 40
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 239000011148 porous material Substances 0.000 title claims description 6
- 238000000034 method Methods 0.000 claims abstract description 27
- 230000001788 irregular Effects 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims 2
- 238000009435 building construction Methods 0.000 abstract description 2
- 230000001681 protective effect Effects 0.000 abstract description 2
- 238000012876 topography Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000005684 electric field Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
Classifications
-
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- 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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/22—Placing by screwing down
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Geochemistry & Mineralogy (AREA)
- Physics & Mathematics (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application provides a rotary digging and pore-forming construction method of a karst cave geological concrete recharging matched steel casing, and relates to the technical field of building construction. The method comprises the following steps: measuring the karst cave or the groove to obtain a filling height; reaming the original landform to the bottom of the karst cave or the groove by adopting a large-diameter drill bit; based on the filling height, performing integral recharging filling or underfilling; adopting a steel protective tube to carry out follow-up treatment; and (5) forming holes by adopting a hole forming drill bit. The construction method for rotary digging and forming holes by combining the recharging of the karst cave geological concrete with the steel pile casing solves the problems that the pile forming is difficult due to the fact that the rotary digging cast-in-place pile encounters the karst cave (groove) in the hole forming process, the pile forming quality of the pile body is difficult to guarantee, and the like.
Description
Technical Field
The application relates to the technical field of building construction, in particular to a construction method for rotary digging and pore forming of karst cave geological concrete recharging and steel casing.
Background
Along with the continuous improvement of construction technology, building models are more novel and diversified, pile foundations are widely applied as a most effective way for improving the bearing capacity of a foundation, and the pile foundations are generally divided into anchor rod static pressure piles and static pressure piles, prestressed centrifugal pipe piles, reinforced concrete precast piles, steel piles, concrete cast-in-place piles and manual hole digging piles. The concrete filling pile accounts for about 50% of the specific gravity in pile foundation construction, and the construction of the rotary drilling filling pile is generally divided into dry operation and slurry wall protection operation. However, due to the influence of geological conditions, the problem that steel pile casings incline and the perpendicularity of pile bodies cannot be guaranteed mostly exists in the construction process of forming holes of rotary drilling bored piles in karst cave geology, and the quality risk of pile body pile formation is easy to occur.
Disclosure of Invention
The application aims to provide a construction method for rotary digging and forming holes by combining the recharging of karst cave geological concrete with a steel pile casing, which solves the defects of the prior art, and solves the problems that the pile forming is difficult due to the fact that a rotary digging cast-in-place pile encounters a karst cave (groove) in the hole forming process, the pile body pile forming quality is difficult to guarantee, and the like.
Embodiments of the present application are implemented as follows:
the embodiment of the application provides a construction method for rotary digging and pore forming of karst cave geological concrete recharging and steel casing, which comprises the following steps:
measuring the karst cave or the groove to obtain a filling height;
reaming the original landform to the bottom of the karst cave or the groove by adopting a large-diameter drill bit;
based on the filling height, performing integral recharging filling or underfilling;
adopting a steel protective tube to carry out follow-up treatment;
and (5) forming holes by adopting a hole forming drill bit.
The construction method for rotary digging and forming holes by combining the recharging of the karst cave geological concrete with the steel pile casing solves the defects in the prior art, and solves the problems that the pile forming is difficult due to the fact that the rotary digging cast-in-place pile encounters a karst cave (groove) in the process of forming the holes, the pile body pile forming quality is difficult to guarantee, and the like.
In some embodiments of the application, the step of performing an integral recharge or underfill based on the fill height comprises: if the filling height is smaller than or equal to the preset height, carrying out integral recharging filling; and if the filling height is greater than the preset height, performing bottom filling, wherein the bottom filling comprises filling along the bottom irregular plane of the karst cave or the trench so as to obtain a horizontal filling layer.
In some embodiments of the application, the preset height is 2m.
In some embodiments of the present application, the step of performing the bulk recharge fill includes: and recharging and filling by adopting C20 concrete, and filling the karst cave or the top of the groove to a preset filling height.
In some embodiments of the application, the step of performing the follow-up process with the steel guard tube comprises: the auxiliary hoisting equipment is adopted to sink the steel casing, so that the steel casing reaches a concrete filling layer, and the perpendicularity of the steel casing is ensured to reach a preset perpendicularity.
In some embodiments of the application, the large diameter drill bit has a larger bore diameter than the hole forming drill bit.
In some embodiments of the application, the step of reaming from the original topography to the bottom of the karst cave or trench with a large diameter drill bit comprises:
reaming is carried out along the radial direction of the karst cave or the groove from the original landform by adopting a large-diameter drill bit with a preset diameter, wherein:
d 1 ＝D+200mm
wherein d 1 The diameter of the large-diameter drill bit is preset, and the diameter D is the pile diameter of the pile foundation.
In some embodiments of the application, the step of performing a follow-up process with the steel guard tube includes:
the height of the steel casing is as follows:
H＝h+1000mm
wherein H is the height of the steel casing, and H is the filling height of the karst cave or the groove;
the thickness of the steel pile casing is 25mm;
the external diameter of the steel casing is as follows:
d 2 ＝D+200mm
wherein d 2 The outer diameter of the steel pile casing is the diameter of the pile foundation pile.
In some embodiments of the present application, in the step of forming the hole with the hole forming drill, the method comprises: the diameter of the pore-forming drill bit is the same as the pile diameter of the pile foundation.
In some embodiments of the present application, in the step of forming the hole with the hole forming drill, the method comprises: and forming holes downwards along the bottom of the karst cave or the groove.
Compared with the prior art, the embodiment of the application has at least the following advantages or beneficial effects:
1) The disposable steel pile casing is not required to be pulled out, so that the situation that piles cannot be poured due to karst cave (groove) is avoided;
2) Compared with the method for directly casting concrete to form piles in a karst cave (groove), the method has the advantages that the risk of unpredictability is lower, and the risk of pile forming is ensured;
3) The irregular plane at the bottom of the karst cave (groove) is filled with C20 concrete (meeting the requirement of horizontally placing the bottom of the steel pile casing, avoiding the inclination of the steel pile casing caused by the irregular plane at the bottom of the karst cave (groove) when the disposable steel pile casing is placed), and then the steel pile casing is adopted to assist pile forming, so that the perpendicularity of a pile body is ensured, and meanwhile, the quality risk of pile forming of the pile body is also ensured.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a construction method of rotary digging and pore forming of karst cave geological concrete recharging and steel casing in cooperation with the embodiment of the application;
fig. 2 is a schematic diagram of a hole-forming section by rotary digging of a karst cave geological concrete recharging and steel casing.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments of the present application. The components of the embodiments of the present application generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the application, as presented in the figures, is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the embodiments of the present application, it should be noted that, if the terms "upper", "lower", "inner", and the like indicate an azimuth or a positional relationship based on the azimuth or the positional relationship shown in the drawings, or the azimuth or the positional relationship in which the inventive product is conventionally put in use, it is merely for convenience of describing the present application and simplifying the description, and it is not indicated or implied that the apparatus or element referred to must have a specific azimuth, be configured and operated in a specific azimuth, and thus it should not be construed as limiting the present application. Furthermore, the terms "first," "second," and the like, are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
In the description of the embodiments of the present application, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "connected," and "connected" should be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
Examples
Referring to fig. 1 and 2, the present embodiment provides a flow chart of a method for constructing a hole by combining recharging of geological concrete of karst cave with rotary digging of a steel casing, which may include the following steps:
s100, measuring the karst cave or the groove to obtain the filling height.
In step S100, the geological and depth measurement of the karst cave or the trench can be performed by adopting a natural electric field method, an EH4 method, a high density electric method and a quadrupole electric sounding method, so that constructors can select different construction methods according to structures of different karst cave or trench, raw materials can be saved, and the pile forming stability can be ensured.
S200, reaming the original landform to the bottom of the karst cave or the groove by adopting a large-diameter drill bit;
in step S200, reaming may be performed from the original topography along a radial direction of the karst cave or the trench using a large diameter drill bit of a preset diameter, wherein:
d 1 ＝D+200mm
wherein d 1 The diameter of the large-diameter drill bit is preset, and the diameter D is the pile diameter of the pile foundation.
It can be understood that the adoption of the large-diameter drill bit can ensure the smooth sinking and placement of the disposable steel pile casing, avoid the influence of the convex part in the karst cave or the groove on the embedding of the steel pile casing, and avoid the situation that the pile cannot be poured due to the karst cave (groove).
And S300, carrying out overall recharging filling or bottom filling based on the filling height.
In step S300, if the filling height is less than or equal to the preset height, performing integral recharging; and if the filling height is greater than the preset height, performing bottom filling, wherein the bottom filling comprises filling along the bottom irregular plane of the karst cave or the trench so as to obtain a horizontal filling layer.
In this embodiment, the preset height is 2m.
It can be understood that when the height of the karst cave (groove) is more than 2m in the pile foundation pore-forming process, the volume of the cavity in the karst cave (groove) is larger, and the cost and the construction period of the concrete recharging mode are not easy to control, so that the filling is carried out on the irregular plane at the bottom of the karst cave or groove, and a horizontal filling layer is obtained.
It can also be appreciated that the horizontal filling layer can meet the horizontal placement requirement of the bottom of the steel pile casing, and the steel pile casing is prevented from being inclined due to the irregular plane of the bottom of the karst cave (groove) when the disposable steel pile casing is placed.
In step S300, the step of performing the integral recharging includes: and recharging and filling by adopting C20 concrete, and filling the karst cave or the top of the groove to a preset filling height.
It is understood that C20 concrete means that the compressive strength of each cube is 20MPa, and the concrete has higher compressive strength at this time, so that the stable support of the steel casing can be ensured.
It can be further understood that the karst cave or the top of the groove is filled to the preset filling height, so that the concrete filling the karst cave (groove) can not be damaged when the hole is formed by secondary drilling, and the problem of overlarge filling coefficient when pile body concrete is poured is avoided.
S400, adopting a steel protection tube to carry out follow-up treatment.
In step S400, the steel casing can be submerged by using auxiliary hoisting equipment, so that the steel casing reaches a concrete filling level, and the perpendicularity of the steel casing is ensured to reach a preset perpendicularity. Correspondingly, pile foundation positioning, pile body perpendicularity, pile bottom sediment thickness, reinforcement cage manufacturing and concrete pouring meet relevant construction standard requirements of the rotary-digging cast-in-place pile.
In step S400, the steel casing has a height of:
H＝h+1000mm
wherein H is the height of the steel casing, and H is the filling height of the karst cave or the groove;
the thickness of the steel pile casing is 25mm;
the external diameter of the steel casing is as follows:
d 2 ＝D+200mm
wherein d 2 The outer diameter of the steel pile casing is the diameter of the pile foundation pile.
S500, forming holes by using a hole forming drill.
In step S500, the hole diameter of the large diameter drill bit is larger than the hole diameter of the hole forming drill bit. It can be understood that the aperture of the large-diameter drill bit is larger than that of the pore-forming drill bit, so that secondary drilling of the pore-forming drill bit is facilitated, and interference phenomenon is avoided.
In step S500, in the step of reaming the original topography to the bottom of the karst cave or the trench using the large diameter drill bit, it may further include:
reaming is carried out along the radial direction of the karst cave or the groove from the original landform by adopting a large-diameter drill bit with a preset diameter, wherein:
d 1 ＝D+200mm
wherein d 1 The diameter of the large-diameter drill bit is preset, and the diameter D is the pile diameter of the pile foundation.
In summary, pile foundation pore-forming is divided into two specific embodiments.
(1) Implementation mode of encountering karst cave (groove) (height less than or equal to 2 m) in pile foundation pore-forming process:
when encountering the condition that the height of a karst cave (groove) is less than or equal to 2m in the pile foundation pore-forming process, firstly reaming a drill bit with the diameter of D (pile foundation pile diameter) +200mm from the original landform to the bottom of the karst cave (groove), then recharging and filling C20 concrete at the karst cave (groove), and filling the top of the karst cave (groove) at the drilling position to a certain extent during recharging and filling, so that the concrete filling the karst cave (groove) can not be damaged during secondary drilling pore-forming, and the filling coefficient is overlarge during pile body concrete pouring.
In this embodiment, the lateral extent and size of the karst cave (trench) cannot be determined, and even if the karst cave (trench) is 2m high, it is possible to have a high concrete recharge amount, so that it is suggested that the wall thickness is 25mm, the outer diameter is the designed pile diameter d+200mm, the disposable steel pile casing with the height of h+1000mm is followed to the bottom of the karst cave (trench), and finally the drill bit with the diameter D (pile diameter) is used below the bottom of the karst cave (trench) to form a hole until the requirement of the rock embedding depth is met.
(2) Implementation mode of encountering karst cave (groove) (height > 2 m) in pile foundation pore-forming process:
when the height of the karst cave (groove) is more than 2m in the pile foundation pore-forming process, the volume of the cavity in the karst cave (groove) is larger, and the cost and the construction period of the concrete recharging mode are not easy to control. Therefore, firstly, a drill bit with the diameter of D+200mm is adopted to conduct reaming treatment to the bottom of a karst cave (groove), C20 concrete is adopted to fill an irregular plane at the bottom of the karst cave (groove) (meeting the requirement of horizontally placing the bottom of a steel pile casing, and the steel pile casing is prevented from tilting due to the irregular plane at the bottom of the karst cave (groove) when the steel pile casing is placed), then, a steel pile casing follow-up method (the steel pile casing is adopted, the height H of the steel pile casing=the height h+1000mm, the wall thickness of the pile casing is 25mm, the outer diameter of the steel pile casing is the designed diameter D+200mm, auxiliary hoisting equipment is adopted to slowly sink the steel pile casing, the steel pile casing is enabled to reach a concrete filling position, the perpendicularity of the steel pile casing is guaranteed to meet the requirements of standards and designs, and the drill bit with the diameter of D (pile diameter) is adopted below the bottom of the pile casing is adopted until the requirement of the embedded rock depth is met.
The above is only a preferred embodiment of the present application, and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (6)
1. The construction method for rotatably digging and forming holes of the karst cave geological concrete by recharging and matching with the steel casing is used for forming holes of pile foundations and is characterized by comprising the following steps:
measuring the karst cave or the groove to obtain a filling height;
reaming the original landform to the bottom of the karst cave or the groove by adopting a large-diameter drill bit;
based on the filling height, performing integral recharging filling or underfilling;
if the filling height is smaller than or equal to the preset height, carrying out integral recharging filling; the integral recharging and filling comprises recharging and filling with C20 concrete, and filling the top of the karst cave or the groove to a preset filling height;
if the filling height is greater than the preset height, performing bottom filling, wherein the bottom filling comprises filling along the bottom irregular plane of the karst cave or the trench so as to obtain a horizontal filling layer;
adopting a steel protection tube to carry out follow-up treatment, wherein the follow-up treatment comprises adopting auxiliary hoisting equipment to sink the steel protection tube, so that the steel protection tube reaches a concrete filling layer, and ensuring that the perpendicularity of the steel protection tube reaches a preset perpendicularity; in the step of adopting the steel protection tube to carry out follow-up treatment, the method further comprises the following steps:
the height of the steel casing is as follows:
H＝h+1000mm
wherein H is the height of the steel casing, and H is the filling height of the karst cave or the groove
A degree;
the thickness of the steel pile casing is 25mm;
the external diameter of the steel casing is as follows:
d 2 ＝D+200mm
wherein d 2 The outer diameter of the steel pile casing is D, and the pile diameter of the pile foundation is D;
and (5) forming holes by adopting a hole forming drill bit.
2. The karst cave geological concrete recharging and steel casing rotary digging pore-forming construction method according to claim 1, wherein the preset height is 2m.
3. The karst cave geological concrete recharging and steel casing rotary digging pore-forming construction method according to claim 1, wherein the pore diameter of the large-diameter drill bit is larger than that of the pore-forming drill bit.
4. A karst cave geological concrete recharging and steel casing rotary excavation pore-forming construction method according to any one of claims 1 to 3, characterized in that in the step of reaming from original features to the bottom of the karst cave or trench with a large diameter drill bit, it comprises:
reaming is carried out along the radial direction of the karst cave or the groove from the original landform by adopting a large-diameter drill bit with a preset diameter, wherein:
d 1 ＝D+200mm
wherein d 1 The diameter of the large-diameter drill bit is preset, and the diameter D is the pile diameter of the pile foundation.
5. The method for constructing the rotary excavation pore-forming of the karst cave geological concrete by recharging and matching with the steel casing according to claim 1, wherein in the step of adopting a pore-forming drill bit to perform pore-forming, the method comprises the following steps:
the diameter of the pore-forming drill bit is the same as the pile diameter of the pile foundation.
6. The method for rotary drilling and pore-forming construction of the karst cave geological concrete recharging and steel casing according to claim 5, wherein in the step of adopting a pore-forming drill bit for pore-forming, the method comprises the following steps:
and forming holes downwards along the bottom of the karst cave or the groove.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211267950.1A CN115450204B (en) | 2022-10-17 | 2022-10-17 | Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211267950.1A CN115450204B (en) | 2022-10-17 | 2022-10-17 | Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115450204A CN115450204A (en) | 2022-12-09 |
| CN115450204B true CN115450204B (en) | 2023-11-21 |
Family
ID=84311224
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211267950.1A Active CN115450204B (en) | 2022-10-17 | 2022-10-17 | Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115450204B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086342A (en) * | 2017-12-22 | 2018-05-29 | 中交第三航务工程局有限公司宁波分公司 | The construction method of karst strata pile foundation |
| CN108570983A (en) * | 2018-04-20 | 2018-09-25 | 湖南工程学院 | The pile base construction method and its casing of non-filler large size solution cavity |
| CN111733802A (en) * | 2020-07-03 | 2020-10-02 | 中铁八局集团建筑工程有限公司 | Construction method of cast-in-place pile penetrating through karst cave |
| CN114808957A (en) * | 2022-05-31 | 2022-07-29 | 中国十九冶集团有限公司 | Construction method for forming holes in bridge pile foundation in karst area |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111395346A (en) * | 2020-03-19 | 2020-07-10 | 广州市建筑科学研究院有限公司 | Construction method for pouring concrete into karst cave |
-
2022
- 2022-10-17 CN CN202211267950.1A patent/CN115450204B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108086342A (en) * | 2017-12-22 | 2018-05-29 | 中交第三航务工程局有限公司宁波分公司 | The construction method of karst strata pile foundation |
| CN108570983A (en) * | 2018-04-20 | 2018-09-25 | 湖南工程学院 | The pile base construction method and its casing of non-filler large size solution cavity |
| CN111733802A (en) * | 2020-07-03 | 2020-10-02 | 中铁八局集团建筑工程有限公司 | Construction method of cast-in-place pile penetrating through karst cave |
| CN114808957A (en) * | 2022-05-31 | 2022-07-29 | 中国十九冶集团有限公司 | Construction method for forming holes in bridge pile foundation in karst area |
Non-Patent Citations (1)
| Title |
|---|
| 喀斯特地貌下桩基成孔后的溶洞处理要点;王恒等;《施工技术》;13 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115450204A (en) | 2022-12-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110424381A (en) | A kind of process for rotary digging drilling hole stake | |
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN104818712B (en) | Construction method of cast-in-situ bored pile suitable for karst cave geology | |
| CN106245626A (en) | A kind of hard formation churning driven enters method | |
| CN104153352A (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN111236216A (en) | Construction method of bridge drilled pile | |
| CN110984133A (en) | Construction method for foundation of deep-water shallow-covering-layer trestle | |
| CN113404040A (en) | Construction method of bored pile foundation | |
| CN110158579A (en) | A kind of bored pile construction method | |
| JP6413469B2 (en) | Pile foundation and pile foundation construction method | |
| CN211113714U (en) | Thin-wall full-surrounding embedded foundation suitable for rock foundation | |
| CN113404042A (en) | Bridge pile position construction method | |
| CN115450204B (en) | Construction method for rotary digging and pore forming of karst cave geological concrete recharging matched with steel casing | |
| CN218148483U (en) | Tower crane foundation structure | |
| CN114635450A (en) | Construction method for permanent steel pipe structural column of covered and excavated station | |
| CN113174991B (en) | Pile periphery stratum collapse grouting reinforcement method for ocean deepwater inclined piles | |
| CN115110561A (en) | Small-diameter pile foundation construction method | |
| CN211735404U (en) | Anti-over-irrigation system for long spiral bored pile | |
| CN114411766A (en) | Construction method of enclosure structure | |
| CN109113055B (en) | The construction method of composite pile | |
| CN112647492A (en) | Dry hole forming construction method for rotary-excavated cast-in-place pile under high-fill geological condition | |
| CN111733802A (en) | Construction method of cast-in-place pile penetrating through karst cave | |
| CN104775448A (en) | Basement construction method in soft soil area | |
| CN110080785A (en) | Compound stratum super-large-diameter shield normal pressure warehouse entry reinforced construction method near water |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |