CN113585319A - Pile foundation construction method - Google Patents
Pile foundation construction method Download PDFInfo
- Publication number
- CN113585319A CN113585319A CN202111006570.8A CN202111006570A CN113585319A CN 113585319 A CN113585319 A CN 113585319A CN 202111006570 A CN202111006570 A CN 202111006570A CN 113585319 A CN113585319 A CN 113585319A
- Authority
- CN
- China
- Prior art keywords
- hole
- steel pipe
- pipe pile
- reinforced
- pile
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
Abstract
The invention discloses a pile foundation construction method, which comprises the steps of prefabricating a steel pipe pile, and forming grout outlet holes in the side wall of the steel pipe pile. And setting the hole site of the reinforced hole, and then drilling the reinforced hole at the determined hole site. And after the hole is opened, the steel pipe pile is sunk into the reinforced hole, and the slurry outlet hole faces to the direction far away from the subway tunnel. And finally, injecting cement slurry into the steel pipe pile from the top of the steel pipe pile. The cement slurry flows out from the slurry outlet hole after entering the steel pipe pile, and particularly flows out in a large amount at a position with a loose stratum structure. After the cement paste is solidified, a cement block can be formed in a loose stratum, so that the aim of reinforcing the stratum structure is fulfilled, and the risk of stratum collapse in the construction process is reduced. Meanwhile, the outflow direction of the cement paste is far away from the subway tunnel, so that the influence of the pressure of the cement paste on the structure of the subway tunnel can be avoided, and the safe operation of the subway in the construction process is ensured.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a pile foundation construction method.
Background
With the continuous development of urban traffic infrastructure construction in China, overpass and subway construction are crossed continuously, and urban interchange works cross existing subway lines sometimes. The construction of the pile foundation of the overpass can influence the structural safety of the existing subway tunnel, easily cause the displacement of soil bodies near the subway tunnel, cause the stress increase and the structural displacement of the tunnel foundation and seriously influence the operation of the subway.
In the prior art, cement slurry is generally poured into a stratum by using a stirring pile to strengthen the stratum structure. However, the pressure of the poured cement paste is often high, and when the construction position is close to the subway tunnel, the pressure of the cement paste can influence the structure of the subway tunnel and influence the safe operation of the subway.
Therefore, how to ensure the safe operation of the subway in the construction process is a technical problem which needs to be solved urgently by technical personnel in the field.
Disclosure of Invention
The invention aims to provide a pile foundation construction method, wherein a steel pipe pile is embedded between a subway tunnel and a construction position, and directional grouting is performed in a direction far away from the subway tunnel through the steel pipe pile, so that a protective barrier is formed between the subway tunnel and the construction position, and the aim of ensuring safe operation of the subway in the construction process is fulfilled.
In order to achieve the above object, the present invention provides a pile foundation construction method, including:
prefabricating a steel pipe pile, and forming a grout outlet on the side wall of the steel pipe pile;
setting hole positions of the reinforced holes, and drilling the reinforced holes at the measured hole positions;
sinking the steel pipe pile into the reinforced hole to enable the grout outlet to face a direction far away from the subway tunnel;
and injecting cement slurry into the steel pipe pile.
Preferably, the hole site for providing the reinforcement hole includes:
arranging a reinforced hole distribution line between the subway tunnel and a construction position;
and hole sites of the reinforcing holes are arranged on the reinforcing hole distribution line, and a preset distance is arranged between every two adjacent hole sites.
Preferably, the reinforcing hole distribution line is arranged between the subway tunnel and the construction position, and includes:
4 reinforcing hole distribution lines are arranged between the subway tunnel and a construction position;
all the reinforced hole distribution lines are not intersected.
Preferably, the sinking the steel pipe pile into the reinforced hole to make the grout outlet face a direction far away from the subway tunnel further comprises:
and inserting a reinforcement cage into the steel pipe pile in the reinforced hole.
Preferably, the sinking the steel pipe pile into the reinforced hole to make the grout outlet face a direction away from the subway tunnel and insert a space between reinforcement cages into the steel pipe pile in the reinforced hole further includes:
and removing impurities in the steel pipe pile.
Preferably, the injecting cement slurry into the steel pipe pile includes:
injecting cement slurry into the steel pipe pile for the first time at 0.2 MPa;
and after the preset time, injecting cement paste into the steel pipe pile for the second time at 0.3 MPa.
Preferably, the method further comprises the following steps of:
and a steel casing is arranged at the periphery of the construction position.
Preferably, the steel casing is arranged on the periphery of the construction position, and comprises:
drilling a construction hole at a construction position to a first preset depth;
installing a first cylindrical section into the construction hole;
continuing to drill the construction hole to a second preset depth, and installing a second shell ring on the first shell ring to form a steel casing;
pressing the steel casing by a third preset depth by using a hydraulic power device, and connecting a third cylinder section at a port of the steel casing;
and repeating the step of pressing the steel casing by a third preset depth by using the hydraulic power device, and then connecting a third cylinder section at the port of the steel casing until the steel casing reaches the specified depth.
The pile foundation construction method provided by the invention comprises the steps of prefabricating the steel pipe pile, and forming grout outlet holes in the side wall of the steel pipe pile. And setting the hole site of the reinforced hole, and then drilling the reinforced hole at the determined hole site. And after the hole is opened, the steel pipe pile is sunk into the reinforced hole, and the slurry outlet hole faces to the direction far away from the subway tunnel. And finally, injecting cement slurry into the steel pipe pile from the top of the steel pipe pile.
The cement slurry flows out from the slurry outlet hole after entering the steel pipe pile, and particularly flows out in a large amount at a position with a loose stratum structure. After the cement paste is solidified, a cement block can be formed in a loose stratum, so that the aim of reinforcing the stratum structure is fulfilled, and the risk of stratum collapse in the construction process is reduced. Meanwhile, the outflow direction of the cement paste is far away from the subway tunnel, so that the influence of the pressure of the cement paste on the structure of the subway tunnel can be avoided, and the safe operation of the subway in the construction process is ensured.
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, it is obvious that the drawings in the following description are only embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the provided drawings without creative efforts.
Fig. 1 is a schematic flow chart of a concrete embodiment of a pile foundation construction method provided by the present invention;
fig. 2 is a schematic flow chart of another specific embodiment of the pile foundation construction method provided by the invention;
FIG. 3 is a schematic view of the construction effect;
FIG. 4 is a cross-sectional view of a steel pipe pile and a reinforcement cage;
fig. 5 is a sectional view of the secondary grout pipe of fig. 4.
Wherein the reference numerals in fig. 1 to 5 are:
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. 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 order that those skilled in the art will better understand the disclosure, the invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
Referring to fig. 1 to 5, fig. 1 is a schematic flow chart of a pile foundation construction method according to an embodiment of the present invention; fig. 2 is a schematic flow chart of another specific embodiment of the pile foundation construction method provided by the invention; FIG. 3 is a schematic view of the construction effect; FIG. 4 is a cross-sectional view of a steel pipe pile and a reinforcement cage; fig. 5 is a sectional view of the secondary grout pipe of fig. 4.
The pile foundation construction method provided by the invention comprises the following steps:
s1, prefabricating the steel pipe pile 2, and forming a slurry outlet 6 in the side wall of the steel pipe pile 2;
in an embodiment of the present application, the steel pipe pile 2 is made of a steel pipe with an outer diameter of 115mm and an inner diameter of 106 mm. The side wall of the steel pipe pile 2 is provided with 20mm slurry outlet holes 6, and the distance between the slurry outlet holes 6 is 200 mm. It is generally necessary to arrange a plurality of rows of steel pipe piles 2 between a construction site and a subway tunnel 5. Three sides of the steel pipe pile 2 at the position close to the subway tunnel 5 are provided with holes, and four sides of the rest steel pipe piles 2 are provided with holes. The sizes of the steel pipe pile 2 and the grout outlet 6 can be set according to the needs of users, and are not limited herein.
S2, setting a hole position of the reinforced hole, and drilling the reinforced hole at the measured hole position;
optionally, before the hole sites of the reinforced holes are arranged, reinforced hole distribution lines may be arranged between the subway tunnel 5 and the construction location. The projection of the construction position to the direction of the subway tunnel 5 completely falls into the range covered by the reinforced hole distribution line, so that the formed grouting reinforcement body 1 can play an effective protection role. Strengthen the hole distribution line and set up the back of accomplishing, set up the hole site of strengthening the hole on strengthening the hole distribution line, set up a plurality of hole sites on every enhancement hole distribution line usually, therefore have 4 rows of hole sites between subway tunnel 5 and construction position, the interval preset distance between two adjacent hole sites. Reinforcement holes are then drilled according to the determined hole locations.
In a specific embodiment of this application, strengthen the line between hole distribution line perpendicular subway tunnel 5 and the construction position, strengthen hole distribution line and be 4, and distribute in proper order along the direction of keeping away from subway tunnel 5. Two adjacent enhancement hole distribution line intervals 300mm, all strengthen the hole distribution line and all not intersect. The preset distance may be specifically 300 mm. After the hole location is set, a geological drilling rig is installed above the hole location, leveled, perpendicularity is checked, and the drilling rig is fixed. Then, reinforced holes with the diameter of 159mm are formed, and the deviation of the hole diameter is not more than 2 cm. The depth of the reinforced holes is more than 5m greater than the deepest depth of the subway tunnel 5, and the deviation of the drilling depth is not more than 1% of the designed depth of the reinforced holes. When the drill bit drills through a clay stratum, a front guiding type three-wing drill bit with the diameter of 146mm is selected to drill in the clear water in a positive circulation mode; and when the stratum with coarse gravel is drilled, the combined roller bit is selected. If a sand layer is encountered in the drilling process, a mud retaining wall needs to be adopted, and the setting method of the mud retaining wall can refer to the prior art and is not described herein again. The size of the drill bit is frequently checked and accurately positioned in the drilling process, the aperture and the verticality of the reinforced hole are ensured, and the deflection of the reinforced hole is prevented.
Of course, the number, the spacing, and the preset distance of the reinforcing hole distribution lines can be set according to the needs of the user, and are not limited herein.
S3, sinking the steel pipe pile 2 into the reinforcing hole to enable the grout outlet hole 6 to face a direction far away from the subway tunnel 5;
the steel pipe piles 2 with the holes on three sides are arranged in the reinforcing holes on the reinforcing hole distribution line close to one side of the subway tunnel 5, and the slurry outlet holes 6 are prevented from facing the subway tunnel 5. And steel pipe piles 2 with holes on four sides are arranged on the distribution lines of the rest reinforcing holes. The steel pipe pile 2 can be formed by a flower tube and is connected by screw threads. The steel pipe pile 2 can be installed manually and hoisted by a crane in the installation process to be matched, and the steel pipe pile 2 is sunk to the bottom of the hole.
Optionally, after the steel pipe pile 2 is arranged, the reinforced hole can be cleaned, and impurities in the steel pipe pile 2 are removed. Specifically, the well washing pipe of the high-pressure pump can be placed into the steel pipe pile 2 in the reinforcing hole, clear water is used for repeatedly washing the steel pipe up and down, and sediment is guaranteed to be not more than 10 cm. And then, the slurry outlet 6 is well maintained, and the slurry is prevented from flowing back to the slurry outlet 6.
Optionally, in order to improve the strength of the steel pipe pile 2, a reinforcement cage 3 may be inserted into the steel pipe pile 2. The structure of the reinforcement cage 3 can refer to the attached figure 3 in the specification, and the reinforcement cage 3 comprises a main reinforcement, a positioning reinforcing rib 32 and an isolation inner ring 33. The main reinforcement and the positioning reinforcing rib 32 are arranged along the axial direction of the parallel steel pipe pile 2, and the isolation inner ring 33 is perpendicular to the axial direction of the steel pipe pile 2. Specifically, the inner isolation ring 33 is formed by surrounding phi 12 threaded steel bars, and the main bars are 3 phi 20 secondary ribbed threaded steel bars. The main ribs are uniformly distributed on the peripheries of the isolation inner rings 33, the isolation inner rings 33 are arranged on the main ribs, and the distance between every two adjacent isolation inner rings 33 is 1 m. The reinforcement cage 3 can be divided into a plurality of sections, and the length of each section is 4-6 m. The positioning reinforcing ribs 32 adopt phi 20 thread reinforcing steel bars, and 1 positioning reinforcing rib 32 is arranged between every two adjacent main ribs. The main ribs and the positioning reinforcing ribs 32 are welded and fixed with the isolation inner ring 33.
Two secondary grouting pipes 31 with the diameter of 20mm are bound on the reinforcement cage 3, the secondary grouting pipes 31 are steel pipes with the wall thickness of 2.5mm, and the secondary grouting pipes 31 are formed by connecting a plurality of steel pipes through screw threads. And the secondary grouting pipe 31 is simultaneously put into the hole after being firmly bound with the reinforcement cage 3. The reinforcement cage 3 can be manually placed and can be lowered by a hand hoist or a crane when necessary.
And S4, injecting cement slurry into the steel pipe pile 2.
Specifically, the top of the steel pipe pile 2 is a grouting opening, the grouting reinforcement body 1 is formed by twice grouting, normal pressure grouting is adopted for one grouting, the water cement ratio of the cement slurry is 0.5:1, and the cement slurry is injected into the steel pipe pile 2 from the grouting opening at the grouting pressure of 0.2MPa for the first time. After the preset time, carrying out secondary grouting, wherein the secondary grouting adopts high-pressure grouting, and the water-cement ratio of the secondary cement paste is 0.75: and 1, injecting cement paste into the steel pipe pile 2 for the second time through the secondary grouting pipe 31 at the grouting pressure of 0.3 MPa. The preset time may be 10-15 hours, and certainly, the user may set the preset time according to the needs, which is not limited herein.
In the grouting process, the cement paste is uniformly stirred, so that the grouting material has reliability and low bleeding property. Before grouting, clear water is pumped into the steel pipe pile 2 and the secondary grouting pipe 31 to dredge the pipeline. And then pumping primary cement slurry at normal pressure for grouting. The ground surface, pipelines and surrounding conditions are strictly monitored during grouting, and the influence on the safety of the subway shield and the deformation of surrounding buildings (structures) due to overlarge grouting pressure is avoided. Grouting is mainly performed on a coarse gravel layer, the grouting height is controlled according to the design, and the grouting amount can be properly adjusted according to the field condition. After the grouting reinforcement body 1 is formed, witness sampling is carried out, and the compressive strength value is tested, so that the grouting reinforcement body 1 is ensured.
In this embodiment, in the pile foundation construction method, the steel pipe pile 2 is arranged between the construction position and the subway tunnel 5, and cement slurry is injected into the ground layer through the steel pipe pile 2. After the cement slurry is solidified, a grouting reinforcement body 1 is formed, and can reinforce the stratum, isolate vibration and avoid the influence of the construction process on the operation of the subway tunnel 5.
Optionally, for further reducing the influence of the construction of bridge pile foundation 4 to subway tunnel 5, this application has still set up the steel casing in the periphery of construction position. Specifically, the steel casing needs to be installed after the grouting reinforcement body 1 is solidified. Before the steel casing is installed and constructed, the site is leveled, and treatment is carried out according to the earth surface and geological conditions.
S5, drilling a construction hole at the construction position to a first preset depth;
and drilling after the strength of the grouting reinforcement body 1 reaches 80% of the designed strength. Before formal drilling, the drilling position is measured to ensure correctness, then a cross-shaped pile protector is arranged, and the pile position is carefully checked before the drilling machine is in place.
And after the hole guiding is finished, drilling to a preset depth through the drilling machine. The preset depth is related to the length of the shell section of the steel casing, and is usually not more than the length of the shell section of the steel casing.
S6, mounting the first cylindrical section into the construction hole;
the first shell ring is installed, the first shell ring is lifted through a crane, after the perpendicularity of the first shell ring is guaranteed, the steel casing is aligned to the guide hole and is installed in the construction hole.
S7, continuing to drill the construction hole to a second preset depth, and installing the second shell ring on the first shell ring to form a steel casing;
after the stability and the verticality of the first through street are determined to meet the requirements, a drilling machine is used for continuously drilling construction holes, 2m of non-drilled parts are reserved as guiding parts, and then the second shell ring is welded on the port of the first shell ring. The second preset depth can be set according to the length of the second shell ring.
S8, pressing the steel casing down by a third preset depth by using a hydraulic power device, and connecting a third cylinder section at the port of the steel casing;
after welding, the steel casing can be pressed into the hole by a static pressure follow-up construction method by using a hydraulic power device. In the process of pressing the steel casing, the pressure is ensured to be uniformly distributed in the axial direction of the steel casing, so that the verticality of the steel casing is ensured, and the inclination is avoided.
And S9, repeatedly utilizing the hydraulic power device to press the steel casing down for a third preset depth, and connecting a third cylinder section at the port of the steel casing until the steel casing reaches the specified depth.
And repeating the step S8, so that the length of the steel casing can be continuously prolonged, and the sinking depth of the steel casing can be increased. When the steel casing reaches the specified depth, the protection of the construction position can be realized.
In one embodiment of the present application, the steel casing is made of a pipe with an inner diameter of 1.7m and a wall thickness of 16 mm. The steel casing is buried in a position 5m below the subway tunnel, and the specified depth is 17m, so that the total length of the steel casing is 17 m. The first cylinder section is 11.5m, the second cylinder section is 3.3m, and the third cylinder section is 2.3 m. The drilling machine adopts a rotary drilling machine which is provided with a hydraulic power device. In the construction process, firstly, a lead hole with the diameter of 1.8m is drilled, and the drilling is stopped after the lead hole is drilled to a first preset depth of 10.7 m. And after the first shell ring meets the requirements of perpendicularity and stability, drilling is continued until the second preset depth is reached, a guide part of 2m is reserved, and then the second shell ring is welded at the port of the first shell ring. And then, pressing the steel casing down to a third preset depth by using a hydraulic power device of the rotary drilling rig, and then welding a third cylinder section at the port of the steel casing. Of course, if the depth of the construction hole is greater than the sum of the lengths of the first cylinder section, the second cylinder section and the third cylinder section, the step of pressing the steel casing can be repeated through the hydraulic power device, and the third cylinder sections are welded on the steel casing, so that the steel casing reaches the specified depth.
In the embodiment, the periphery of the construction position of the pile foundation construction method is even provided with the steel casing. In the construction process of bridge pile foundation 4, the steel protects a stratum that can protect construction position periphery, further reduces the risk that the stratum sinks, avoids bridge pile foundation 4's construction to cause the influence to subway tunnel 5, improves the security of subway tunnel 5 operation in the work progress.
It is noted that, in this specification, relational terms such as first and second, and the like are used solely to distinguish one entity from another entity without necessarily requiring or implying any actual such relationship or order between such entities.
The construction method of the pile foundation provided by the invention is described in detail above. The principles and embodiments of the present invention are explained herein using specific examples, which are presented only to assist in understanding the method and its core concepts. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Claims (8)
1. A pile foundation construction method is characterized by comprising the following steps:
prefabricating the steel pipe pile (2), and arranging a grout outlet (6) on the side wall of the steel pipe pile (2);
setting hole positions of the reinforced holes, and drilling the reinforced holes at the measured hole positions;
sinking the steel pipe pile (2) into the reinforced hole, and enabling the grout outlet hole (6) to face a direction far away from the subway tunnel (5);
and injecting cement slurry into the steel pipe pile (2).
2. The pile foundation construction method of claim 1, wherein the hole site for providing the reinforcement hole comprises:
arranging a reinforced hole distribution line between the subway tunnel (5) and a construction position;
and hole sites of the reinforcing holes are arranged on the reinforcing hole distribution line, and a preset distance is arranged between every two adjacent hole sites.
3. Pile foundation construction method according to claim 2, wherein said providing a reinforced hole distribution line between the subway tunnel (5) and the construction site comprises:
4 reinforcing hole distribution lines are arranged between the subway tunnel (5) and a construction position;
all the reinforced hole distribution lines are not intersected.
4. The pile foundation construction method according to claim 1, wherein the sinking of the steel pipe pile (2) into the reinforced hole with the grout outlet (6) facing away from the subway tunnel (5) further comprises:
and inserting a reinforcement cage (3) into the steel pipe pile (2) in the reinforced hole.
5. The pile foundation construction method according to claim 4, wherein the sinking of the steel pipe pile (2) into the reinforced hole with the grout outlet (6) facing away from the subway tunnel (5) and the inserting of the steel pipe pile (2) into the reinforced hole between reinforcement cages (3) further comprises:
and removing impurities in the steel pipe pile (2).
6. The pile foundation construction method according to claim 1, wherein the injecting cement slurry into the steel pipe pile (2) includes:
injecting cement slurry into the steel pipe pile (2) for the first time at 0.2 MPa;
and after the preset time, injecting cement paste into the steel pipe pile (2) for the second time at 0.3 MPa.
7. The pile foundation construction method according to any one of claims 1 to 6, wherein the step of injecting cement slurry into the steel pipe pile (2) further comprises:
and a steel casing is arranged at the periphery of the construction position.
8. The method for constructing a pile foundation according to claim 7, wherein the step of providing the steel casing at the outer periphery of the construction site comprises:
drilling a construction hole at a construction position to a first preset depth;
installing a first cylindrical section into the construction hole;
continuing to drill the construction hole to a second preset depth, and installing a second shell ring on the first shell ring to form a steel casing;
pressing the steel casing by a third preset depth by using a hydraulic power device, and connecting a third cylinder section at a port of the steel casing;
and repeating the step of pressing the steel casing by a third preset depth by using the hydraulic power device, and then connecting a third cylinder section at the port of the steel casing until the steel casing reaches the specified depth.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111006570.8A CN113585319A (en) | 2021-08-30 | 2021-08-30 | Pile foundation construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111006570.8A CN113585319A (en) | 2021-08-30 | 2021-08-30 | Pile foundation construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113585319A true CN113585319A (en) | 2021-11-02 |
Family
ID=78240704
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111006570.8A Pending CN113585319A (en) | 2021-08-30 | 2021-08-30 | Pile foundation construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113585319A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116065633A (en) * | 2023-02-17 | 2023-05-05 | 山东建大工程鉴定加固设计有限公司 | Combined isolation protection method for subway station support pile construction close to electric power pipe ditch |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120083A (en) * | 1998-10-16 | 2000-04-25 | Nippon Steel Corp | Aseismic base isolation structure for construction |
| KR20040057061A (en) * | 2002-12-24 | 2004-07-02 | 주식회사 포스코 | Connecting structure of steel pipe sheet piles |
| CN103114611A (en) * | 2013-03-01 | 2013-05-22 | 同济大学 | Multistage cut-off method for underpass high-speed rail bridge opening deformation |
| CN204252173U (en) * | 2014-10-28 | 2015-04-08 | 中国航空规划建设发展有限公司 | subway vibration isolation barrier |
| CN204298862U (en) * | 2014-12-01 | 2015-04-29 | 中铁上海工程局集团第二工程有限公司 | A kind of boring vibration damping arrangement of neighboringly buried pipeline |
| CN106801417A (en) * | 2016-12-06 | 2017-06-06 | 中铁第勘察设计院集团有限公司 | Tunnel Passing structures steel pipe isolation pile stratum consolidation system and its construction method |
| CN107604903A (en) * | 2017-09-07 | 2018-01-19 | 济南城建集团有限公司 | A kind of miniature steel pipe isolation pile reinforced construction method |
| CN110777809A (en) * | 2019-11-15 | 2020-02-11 | 浙江交工集团股份有限公司 | Deep foundation pit combined support adjacent to existing building and construction method thereof |
| CN110939127A (en) * | 2019-11-28 | 2020-03-31 | 中建四局土木工程有限公司 | Steel pipe pile construction method for protecting subway pier |
-
2021
- 2021-08-30 CN CN202111006570.8A patent/CN113585319A/en active Pending
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000120083A (en) * | 1998-10-16 | 2000-04-25 | Nippon Steel Corp | Aseismic base isolation structure for construction |
| KR20040057061A (en) * | 2002-12-24 | 2004-07-02 | 주식회사 포스코 | Connecting structure of steel pipe sheet piles |
| CN103114611A (en) * | 2013-03-01 | 2013-05-22 | 同济大学 | Multistage cut-off method for underpass high-speed rail bridge opening deformation |
| CN204252173U (en) * | 2014-10-28 | 2015-04-08 | 中国航空规划建设发展有限公司 | subway vibration isolation barrier |
| CN204298862U (en) * | 2014-12-01 | 2015-04-29 | 中铁上海工程局集团第二工程有限公司 | A kind of boring vibration damping arrangement of neighboringly buried pipeline |
| CN106801417A (en) * | 2016-12-06 | 2017-06-06 | 中铁第勘察设计院集团有限公司 | Tunnel Passing structures steel pipe isolation pile stratum consolidation system and its construction method |
| CN107604903A (en) * | 2017-09-07 | 2018-01-19 | 济南城建集团有限公司 | A kind of miniature steel pipe isolation pile reinforced construction method |
| CN110777809A (en) * | 2019-11-15 | 2020-02-11 | 浙江交工集团股份有限公司 | Deep foundation pit combined support adjacent to existing building and construction method thereof |
| CN110939127A (en) * | 2019-11-28 | 2020-03-31 | 中建四局土木工程有限公司 | Steel pipe pile construction method for protecting subway pier |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116065633A (en) * | 2023-02-17 | 2023-05-05 | 山东建大工程鉴定加固设计有限公司 | Combined isolation protection method for subway station support pile construction close to electric power pipe ditch |
| CN116065633B (en) * | 2023-02-17 | 2023-09-15 | 山东建大工程鉴定加固设计有限公司 | Combined isolation protection method for subway station support pile construction close to electric power pipe ditch |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107542108A (en) | A kind of reverse construction method of building basement structure | |
| KR100927186B1 (en) | Method of constructing cantilevered continuous wallsfor retaining earth and cutting off water | |
| CN112900264A (en) | Suspension bridge major diameter secant pile gravity type anchorage foundation enclosure structure and construction method | |
| CN112663600A (en) | Construction method of cast-in-situ bored pile for water-rich sandy stratum | |
| CN105926682A (en) | Basement baseplate post-cast strip construction method with pressure bearing water and higher water pressure | |
| JP7292772B2 (en) | External expansion pipe construction method for drilling in the mining zone | |
| CN107653878A (en) | Cast-in-situ bored pile is reusable to be longitudinally separated formula steel pile casting construction | |
| CN113668564A (en) | Construction method for supporting and reinforcing open-cut underground passage adjacent to subway station | |
| CN107059904A (en) | A kind of underground pipe gallery ponding well excavation method | |
| CN113585319A (en) | Pile foundation construction method | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN107268635A (en) | Deep foundation pit supporting structure and construction method of the karst area adjacent to existing structure | |
| CN216664152U (en) | Water sealing structure for anchorage support | |
| CN110258526A (en) | The method of prefabricated diaphram wall and construct outer wall of basement and floor | |
| CN112177634B (en) | Treatment method for reinforcing primary support of tunnel | |
| CN114808957A (en) | Construction method for forming holes in bridge pile foundation in karst area | |
| CN210459133U (en) | Gravity dam foundation drainage structures | |
| CN109778873B (en) | Method and device for grouting and water stopping between enclosure piles | |
| CN111851548A (en) | Dewatering inclined shaft in deep foundation pit and construction method thereof | |
| CN113202123A (en) | Construction method for treating high-span section strong karst filling and curtain seepage-proofing method | |
| CN112459050A (en) | Hard cutting pile-forming construction method for secant pile in high-water-level complex geological area | |
| CN112031811A (en) | System and method for blocking cliff through water burst and grouting | |
| CN210194639U (en) | Foundation pit support structure applying miniature piles | |
| CN216788421U (en) | Reinforcement construction system of tunnel business turn over hole portal | |
| CN112359819B (en) | Wall structure construction method for increasing depth of old diaphragm wall |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211102 |
|
| RJ01 | Rejection of invention patent application after publication |