CN113605379A - Construction process of large-diameter cast-in-place pile in high-fill area - Google Patents
Construction process of large-diameter cast-in-place pile in high-fill area Download PDFInfo
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- CN113605379A CN113605379A CN202110938613.XA CN202110938613A CN113605379A CN 113605379 A CN113605379 A CN 113605379A CN 202110938613 A CN202110938613 A CN 202110938613A CN 113605379 A CN113605379 A CN 113605379A
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- grouting
- cast
- place pile
- wall
- facilities
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- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title claims abstract description 21
- 239000002689 soil Substances 0.000 claims abstract description 43
- 238000005553 drilling Methods 0.000 claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 16
- 239000010959 steel Substances 0.000 claims abstract description 16
- 239000000463 material Substances 0.000 claims abstract description 14
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 239000012535 impurity Substances 0.000 claims description 4
- 230000000694 effects Effects 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 230000002411 adverse Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000010412 perfusion Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- TVEXGJYMHHTVKP-UHFFFAOYSA-N 6-oxabicyclo[3.2.1]oct-3-en-7-one Chemical compound C1C2C(=O)OC1C=CC2 TVEXGJYMHHTVKP-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
Images
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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction process of a large-diameter cast-in-place pile in a high fill area, which comprises the following steps: uniformly arranging a plurality of grouting facilities around the position of the cast-in-place pile to be cast, inserting the grouting facilities into a soil layer, wherein the plurality of grouting facilities are distributed annularly, the position of the cast-in-place pile to be cast is encircled inside, and the position of the cast-in-place pile to be cast is positioned in the center of the ring formed by the plurality of grouting facilities; injecting a grouting material into the soil layer by using a grouting facility; after the grouting material is hardened and formed, drilling construction is carried out at the position of the cast-in-place pile to be cast by using a drilling machine to form a drill hole with a preset depth; hoisting the steel casing into the drilled hole, and tamping surface soil around the steel casing; and (5) lowering the reinforcement cage into the steel casing, pouring concrete into the steel casing, and curing the concrete. The construction method provided by the invention has the advantages that the grouting equipment is utilized to carry out grouting on the soil layer around the position of the cast-in-place pile to be cast, the soil layer is reinforced, and the collapse of the soil layer in the drilling construction process is avoided.
Description
Technical Field
The invention relates to the field of cast-in-place pile construction processes. More specifically, the invention relates to a construction process of a large-diameter cast-in-place pile in a high-fill area.
Background
Along with the expansion of economic construction scale, more and more engineering sites are selected in mountainous areas, more and more high fill foundations caused by mountain digging and ditch filling and mountain digging and pit filling are provided, and the problems that the foundation of a construction area is easy to sink and the like in the construction of large-diameter cast-in-place piles due to loose foundations in high fill areas are solved.
Disclosure of Invention
To achieve these objects and other advantages in accordance with the present invention, there is provided a large-diameter cast-in-place pile construction process for a high fill area, comprising the steps of:
removing impurities on a soil layer, and preparing a grouting facility;
uniformly arranging a plurality of grouting facilities around the position of the cast-in-place pile to be cast, inserting the grouting facilities into a soil layer, wherein the plurality of grouting facilities are distributed annularly, the position of the cast-in-place pile to be cast is encircled inside, and the position of the cast-in-place pile to be cast is positioned in the center of the ring formed by the plurality of grouting facilities;
injecting a grouting material into the soil layer by using a grouting facility;
after the grouting material is hardened and formed, drilling construction is carried out at the position of the cast-in-place pile to be cast by using a drilling machine to form a drill hole with a preset depth;
hoisting the steel casing into the drilled hole, and tamping surface soil around the steel casing;
and (3) putting the pre-supported reinforcement cage into the steel casing, pouring concrete into the steel casing, and curing the concrete.
In a preferred embodiment of the invention, the following scheme is further included, and the distance between two adjacent grouting facilities ensures that the grouting ranges of the two grouting facilities are in seamless connection, so that the soil layers in the grouting range are all filled with grouting materials.
In a preferred embodiment of the invention, the following scheme is further included, wherein the grouting range of all grouting facilities forms a circular grouting ring, the circular grouting ring covers the position of the cast-in-place pile to be poured, and the diameter of the grouting ring is at least three times larger than the range of the cast-in-place pile to be poured.
In a preferred embodiment of the present invention, the grouting facility further has a depth height 1.5 times or more the height of the cast-in-place pile to be cast.
In a preferred embodiment of the present invention, the grouting facility further includes a tubular body having a hollow accommodating cavity therein, a side wall of the tubular body is a double-layer structure including an inner wall and an outer wall, the inner wall and the outer wall are separated by a certain distance, a plurality of grouting channels are disposed between the inner wall and the outer wall to communicate the accommodating cavity and the outside of the tubular body, and a first electromagnetic valve is disposed at one end of the grouting channel close to the accommodating cavity.
In a preferred embodiment of the present invention, the first electromagnetic valve is controlled and connected to a control unit, and the control unit controls the on and off of the first electromagnetic valve.
In a preferred embodiment of the present invention, an air hole is opened at the top end of the tubular body, the air pressure mechanism can pressurize the grouting material in the tubular body through the air hole,
the side of the tubular body is provided with a feed inlet.
In a preferred embodiment of the present invention, the inner wall of the tubular body is recessed to form a plurality of accommodating grooves for accommodating the drill rod, a through hole is formed at the bottom of the accommodating groove, the through hole is provided with a second electromagnetic valve, an opening is formed on the outer wall at a position corresponding to the accommodating groove,
the drill rod is hollow, a filling pipeline is arranged in the drill rod, a plurality of filling holes are formed in the front end of the drill rod, the filling pipeline can deform, one end of the filling pipeline is connected to the front end of the drill rod and communicated with the filling holes, the other end of the filling pipeline is connected to the bottom of the accommodating groove on the inner wall and communicated with a through hole in the bottom of the accommodating groove,
the drill rod can extend out along the accommodating groove under the driving of the power mechanism, passes through the opening in the outer wall and reaches an outer soil layer.
In a preferred embodiment of the invention, the drill rod is retractable.
In a preferred embodiment of the present invention, the drill rod further comprises a drill bit and a drill rod main body, one end of the filling pipe is connected to the drill bit and communicated with the filling hole, the other end of the filling pipe is connected to the bottom of the holding groove on the inner wall, the drill rod main body is retractable to realize length variation,
the perfusion pipeline is a rubber pipeline;
a plurality of guide rings are arranged in the drill rod and distributed on the inner wall of the drill rod main body.
In a preferred embodiment of the present invention, the grouting channel and the grouting pipe are arranged in a staggered manner in the height direction.
The invention at least comprises the following beneficial effects: the construction method of the invention utilizes grouting equipment to perform grouting (cement slurry) on the soil layer around the position of the cast-in-place pile to be poured, so as to reinforce the soil layer and avoid the collapse of the soil layer in the drilling construction process.
In order to ensure that no dead angle reinforcement is realized in a certain range around the cast-in-place pile to be cast, a plurality of grouting facilities are arranged in annular distribution, the position of the cast-in-place pile to be cast is encircled, the distance between the grouting facilities and the position of the cast-in-place pile to be cast is set, and the grouting range of the grouting facilities can cover the position of the cast-in-place pile to be cast.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic view of a grouting facility according to an embodiment of the present invention.
FIG. 2 is a schematic view of the construction of a grouting facility according to another embodiment of the present invention.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
The following description is presented to disclose the invention so as to enable any person skilled in the art to practice the invention. The preferred embodiments in the following description are given by way of example only, and other obvious variations will occur to those skilled in the art. The basic principles of the invention, as defined in the following description, may be applied to other embodiments, variations, modifications, equivalents, and other technical solutions without departing from the spirit and scope of the invention.
It will be understood by those skilled in the art that in the present disclosure, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in an orientation or positional relationship indicated in the drawings for ease of description and simplicity of description, and do not indicate or imply that the referenced devices or components must be constructed and operated in a particular orientation and thus are not to be considered limiting.
It is understood that the terms "a" and "an" should be interpreted as meaning that a number of one element or element is one in one embodiment, while a number of other elements is one in another embodiment, and the terms "a" and "an" should not be interpreted as limiting the number.
Considering that the cast-in-place pile construction is carried out in a high fill area, in the early drilling stage, if a drilling machine is directly used for drilling, the soil is easy to loose, and the problem of collapse or sinking is easy to cause, therefore, in one embodiment of the invention, the invention provides a large-diameter cast-in-place pile construction process in the high fill area, which comprises the following steps:
removing impurities on the soil layer to avoid adverse effects of the impurities on subsequent construction, and preparing a grouting facility after the removal is finished;
uniformly arranging a plurality of grouting facilities around the position of the cast-in-place pile to be cast, inserting the grouting facilities into a soil layer, wherein the plurality of grouting facilities are distributed annularly, the position of the cast-in-place pile to be cast is encircled inside, and the position of the cast-in-place pile to be cast is positioned in the center of the ring formed by the plurality of grouting facilities;
injecting a grouting material into the soil layer by using a grouting facility;
after the grouting material is hardened and formed, drilling construction is carried out at the position of the cast-in-place pile to be cast by using a drilling machine to form a drill hole with a preset depth;
hoisting the steel casing into the drilled hole, and tamping surface soil around the steel casing;
and (3) putting the pre-supported reinforcement cage into the steel casing, pouring concrete into the steel casing, and curing the concrete.
In the embodiment, the soil layer around the position of the cast-in-place pile to be cast is grouted (cement paste) by using grouting equipment, so that the soil layer is reinforced, and collapse of the soil layer in the drilling construction process is avoided. The concrete structure of the grouting facility is not limited herein.
In order to ensure that no dead angle reinforcement is realized in a certain range around the cast-in-place pile to be cast, a plurality of grouting facilities are arranged in annular distribution, the position of the cast-in-place pile to be cast is encircled, the distance between the grouting facilities and the position of the cast-in-place pile to be cast is set, and the grouting range of the grouting facilities can cover the position of the cast-in-place pile to be cast.
In order to further ensure the reinforced omnibearing coverage, another preferred embodiment further comprises the following scheme that the distance between two adjacent grouting facilities ensures that the grouting ranges of the two grouting facilities are in seamless connection, so as to ensure that the soil layers in the grouting range are all filled with grouting materials.
In order to further ensure the reinforced omnibearing coverage, the grouting range of all grouting facilities forms a circular grouting ring to cover the position of the cast-in-place pile to be cast, the diameter of the grouting ring is at least three times of the range of the cast-in-place pile to be cast, and if the grouting range is too small, the drilling process can still cause adverse effects on the surrounding soil layer.
In order to further ensure the reinforced all-round coverage, another preferred embodiment further comprises the following scheme that the depth height of the grouting facility is more than 1.5 times of the height of the cast-in-place pile to be poured, and adverse effects on the surrounding soil layer are avoided in the longitudinal direction.
In view of the above, another preferred embodiment of the present invention provides a grouting facility comprising a tubular body having a hollow accommodating cavity 3 therein, the side wall of the tubular body having a double-layer structure comprising an inner wall 1 and an outer wall 2, the inner wall 1 and the outer wall 2 being spaced apart from each other, a plurality of grouting channels 3 being provided between the inner wall 1 and the outer wall 2 to communicate the accommodating cavity 3 of the tubular body with the outside, and a first solenoid valve being provided at an end of the grouting channel 4 close to the accommodating cavity 3. The side of the tubular body is provided with a feed inlet.
During the tubulose body inserted the soil layer, open first solenoid valve, grout gets into grout passageway 3 through the feed inlet in, is poured into the outer soil layer of tubulose again, and grout passageway 3 is vertical staggers the setting, can carry out the slip casting to the soil layer of co-altitude not like this, guarantees the slip casting effect.
Another preferable embodiment further comprises the following scheme that the first electromagnetic valve is controlled and connected to a control unit, and the control unit controls the opening and closing of the first electromagnetic valve.
In order to increase the flow rate in view of the limited flow rate of the cement slurry in the soil layer, another preferred embodiment of the present invention further includes a configuration in which the top end of the tubular body is provided with an air hole, and the air pressure mechanism can pressurize the grouting material inside the tubular body through the air hole.
In order to increase the lateral grouting range of the grouting facility, another preferred embodiment of the present invention provides the following technical solution, further modifying the structure of the grouting facility, wherein the inner wall 1 of the tubular body is recessed to form a plurality of accommodating grooves 5 for accommodating drill rods 6, the bottom of the accommodating grooves 5 is provided with a through hole, the through hole is provided with a second electromagnetic valve, the outer wall 2 is provided with an opening corresponding to the accommodating grooves,
the drill rod 6 is hollow, a filling pipeline 7 is arranged in the drill rod 6, a plurality of filling holes are formed in the front end of the drill rod 6, the filling pipeline 7 can deform, one end of the filling pipeline 7 is connected to the front end of the drill rod 6 and communicated with the filling holes, the other end of the filling pipeline 7 is connected to the bottom of the accommodating groove 5 on the inner wall 1 and communicated with a through hole in the bottom of the accommodating groove 5,
the drill rod 6 can extend out along the accommodating groove under the driving of the power mechanism, and passes through the opening in the outer wall to reach an outer soil layer.
High fill out soil district because soil property is loose, the drilling rod can be comparatively light male, and in order to improve male smooth and easy degree, the outside front end of drilling rod 6 is sharp-pointed, and drilling rod 6 front end is equipped with the opening to supply the thick liquid to irritate out, along with outside horizontal stretching out of drilling rod 6, drilling rod 6 front end will drive flexible filling pipe 7 and move forward, just so can enlarge horizontal slip casting scope. And set up holding tank 5 at inner wall 1, when drilling rod 6 retracts like this, can retract to holding tank 5 in, and when drilling rod 6 retracts to minimum length, the drilling rod is retracted to outer wall 2 in, can avoid like this when the tubular body is inserting downwards, drilling rod 6 is to the lower of tubular body to insert.
Another preferred embodiment further continues to include the solution that the drill rod is telescopic.
The concrete structure of drilling rod 6 is provided below, drilling rod 6 includes drill bit and drilling rod main part, 7 one ends of filling pipe connect in the drill bit communicates in the filling hole, the 7 other ends of filling pipe connect in the bottom of holding tank 5 on the inner wall, the drilling rod main part is scalable, realizes that length is variable, and when just so can realize the length adjustment of drilling rod 6, the grout operation of filling pipe 7 is still not influenced. The perfusion pipeline 7 is a rubber pipeline;
furthermore, in view of the flexible deformability of the injection conduit 7, which may be stacked together when the drill rod is retracted, guide rings 8 are provided in the drill rod, which guide rings 8 are distributed on the inner wall of the drill rod body.
In another preferred embodiment, the following scheme is further included, and the grouting channel and the grouting pipeline are arranged in a staggered mode in the height direction.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. A construction process of a large-diameter cast-in-place pile in a high fill area is characterized by comprising the following steps:
removing impurities on a soil layer, and preparing a grouting facility;
uniformly arranging a plurality of grouting facilities around the position of the cast-in-place pile to be cast, inserting the grouting facilities into a soil layer, wherein the plurality of grouting facilities are distributed annularly, the position of the cast-in-place pile to be cast is encircled inside, and the position of the cast-in-place pile to be cast is positioned in the center of the ring formed by the plurality of grouting facilities;
injecting a grouting material into the soil layer by using a grouting facility;
after the grouting material is hardened and formed, drilling construction is carried out at the position of the cast-in-place pile to be cast by using a drilling machine to form a drill hole with a preset depth;
hoisting the steel casing into the drilled hole, and tamping surface soil around the steel casing;
and (3) putting the pre-supported reinforcement cage into the steel casing, pouring concrete into the steel casing, and curing the concrete.
2. The construction process of the large-diameter cast-in-place pile in the high soil filling area according to claim 1, wherein the distance between two adjacent grouting facilities ensures that the grouting ranges of the two grouting facilities are in seamless connection, so as to ensure that the soil layers in the grouting ranges are all filled with grouting materials.
3. The construction process of the large-diameter cast-in-place pile in the high fill area according to claim 1, wherein a circular grouting ring is formed in the grouting range of all grouting facilities to cover the position of the cast-in-place pile to be poured, and the diameter of the grouting ring is at least three times larger than the range of the cast-in-place pile to be poured.
4. The construction process of the large-diameter cast-in-place pile in the high fill area according to claim 1, wherein the depth of the grouting facility is more than 1.5 times the height of the cast-in-place pile to be cast.
5. The construction process of the large-diameter cast-in-place pile in the high soil filling area according to claim 1, wherein the grouting facility comprises a tubular body, a hollow accommodating cavity is formed in the tubular body, the side wall of the tubular body is of a double-layer structure comprising an inner wall and an outer wall, the inner wall and the outer wall are separated by a certain distance, a plurality of grouting channels are arranged between the inner wall and the outer wall and are communicated with the accommodating cavity and the outside of the tubular body, and a first electromagnetic valve is arranged at one end, close to the accommodating cavity, of each grouting channel.
6. The construction process of the large-diameter cast-in-place pile in the high soil filling area according to claim 1, wherein the first electromagnetic valve is controlled and connected to a control unit, and the control unit controls the on and off of the first electromagnetic valve.
7. The construction process of the large-diameter cast-in-place pile in the high soil filling area according to claim 6, wherein an air hole is formed at the top end of the tubular body, an air pressure mechanism can pressurize the grouting material in the tubular body through the air hole,
the side of the tubular body is provided with a feed inlet.
8. The construction process of the large-diameter cast-in-place pile in the high fill area according to claim 5, wherein the inner wall of the tubular body is recessed to form a plurality of accommodating grooves for accommodating the drill rod, a through hole is formed at the bottom of the accommodating grooves, a second electromagnetic valve is installed on the through hole, an opening is formed in the outer wall at a position corresponding to the accommodating groove,
the drill rod is hollow, a filling pipeline is arranged in the drill rod, a plurality of filling holes are formed in the front end of the drill rod, the filling pipeline can deform, one end of the filling pipeline is connected to the front end of the drill rod and communicated with the filling holes, the other end of the filling pipeline is connected to the bottom of the accommodating groove on the inner wall and communicated with a through hole in the bottom of the accommodating groove,
the drill rod can extend out along the accommodating groove under the driving of the power mechanism, passes through the opening in the outer wall and reaches an outer soil layer.
9. The construction process of the large-diameter cast-in-place pile in the high fill area according to claim 8, wherein the drill rod is telescopic.
10. The construction process of a large-diameter cast-in-place pile in a high fill area according to claim 8, wherein the grouting passage and the grouting pipe are arranged in a staggered manner in the height direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110938613.XA CN113605379A (en) | 2021-08-16 | 2021-08-16 | Construction process of large-diameter cast-in-place pile in high-fill area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110938613.XA CN113605379A (en) | 2021-08-16 | 2021-08-16 | Construction process of large-diameter cast-in-place pile in high-fill area |
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| Publication Number | Publication Date |
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| CN113605379A true CN113605379A (en) | 2021-11-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110938613.XA Pending CN113605379A (en) | 2021-08-16 | 2021-08-16 | Construction process of large-diameter cast-in-place pile in high-fill area |
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| CN104988914A (en) * | 2015-06-11 | 2015-10-21 | 云南建工基础工程有限责任公司 | Cast-in-situ bored pile breakage processing method under water area environment |
| CN110485413A (en) * | 2019-07-31 | 2019-11-22 | 中国铁建港航局集团有限公司 | One kind closing on subway overpass pile foundation combined type protection fast pore-creating method |
| CN110965550A (en) * | 2019-12-05 | 2020-04-07 | 中交第四航务工程局有限公司 | Method and structure for plugging and fixing hole of cast-in-place pile |
| CN112030944A (en) * | 2020-09-21 | 2020-12-04 | 中冶建工集团(天津)建设工程有限公司 | Side grouting construction method for cast-in-place pile |
| CN112030964A (en) * | 2020-08-28 | 2020-12-04 | 浙大城市学院 | Positioning grouting anchor rod suitable for engineering seepage damage prevention and control and construction method thereof |
| CN112593943A (en) * | 2020-12-25 | 2021-04-02 | 安徽马钢罗河矿业有限责任公司 | Vertical shaft neck section well wall structure in thick water-containing backfill soil layer and construction method |
| CN112900415A (en) * | 2021-03-26 | 2021-06-04 | 西南石油大学 | Device and method for directionally solidifying sandy soil by microorganism-induced calcium carbonate precipitation |
| CN113062315A (en) * | 2021-04-01 | 2021-07-02 | 山东建筑大学 | Integrated reinforcing device and method for telescopic anchoring and segmented constant-pressure grouting |
-
2021
- 2021-08-16 CN CN202110938613.XA patent/CN113605379A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104988914A (en) * | 2015-06-11 | 2015-10-21 | 云南建工基础工程有限责任公司 | Cast-in-situ bored pile breakage processing method under water area environment |
| CN110485413A (en) * | 2019-07-31 | 2019-11-22 | 中国铁建港航局集团有限公司 | One kind closing on subway overpass pile foundation combined type protection fast pore-creating method |
| CN110965550A (en) * | 2019-12-05 | 2020-04-07 | 中交第四航务工程局有限公司 | Method and structure for plugging and fixing hole of cast-in-place pile |
| CN112030964A (en) * | 2020-08-28 | 2020-12-04 | 浙大城市学院 | Positioning grouting anchor rod suitable for engineering seepage damage prevention and control and construction method thereof |
| CN112030944A (en) * | 2020-09-21 | 2020-12-04 | 中冶建工集团(天津)建设工程有限公司 | Side grouting construction method for cast-in-place pile |
| CN112593943A (en) * | 2020-12-25 | 2021-04-02 | 安徽马钢罗河矿业有限责任公司 | Vertical shaft neck section well wall structure in thick water-containing backfill soil layer and construction method |
| CN112900415A (en) * | 2021-03-26 | 2021-06-04 | 西南石油大学 | Device and method for directionally solidifying sandy soil by microorganism-induced calcium carbonate precipitation |
| CN113062315A (en) * | 2021-04-01 | 2021-07-02 | 山东建筑大学 | Integrated reinforcing device and method for telescopic anchoring and segmented constant-pressure grouting |
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Application publication date: 20211105 |