CN115478542A - Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile - Google Patents
Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile Download PDFInfo
- Publication number
- CN115478542A CN115478542A CN202211169629.XA CN202211169629A CN115478542A CN 115478542 A CN115478542 A CN 115478542A CN 202211169629 A CN202211169629 A CN 202211169629A CN 115478542 A CN115478542 A CN 115478542A
- Authority
- CN
- China
- Prior art keywords
- steel pipe
- pile
- reinforced concrete
- cast
- place 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
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 103
- 239000010959 steel Substances 0.000 title claims abstract description 103
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 title claims abstract description 34
- 239000011435 rock Substances 0.000 claims abstract description 39
- 230000002787 reinforcement Effects 0.000 claims description 53
- 239000004568 cement Substances 0.000 claims description 18
- 239000004567 concrete Substances 0.000 claims description 15
- 239000011083 cement mortar Substances 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 6
- 238000009412 basement excavation Methods 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
-
- 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
-
- 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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
- E02D5/526—Connection means between pile segments
Abstract
The invention discloses a bracing method for supporting a deep foundation pit of a miniature steel pipe pile inscribed in a reinforced concrete cast-in-place pile, which comprises a reinforced concrete cast-in-place pile, and solves the problems of high construction difficulty, low efficiency, high cost, high pollution and the like of the traditional cast-in-place pile bracing method in a soil-rock combined binary stratum, and also solves the problems of large occupied space, high excavation risk at a reserved platform and the like of the traditional steel pipe pile external foot hanging pile bracing method in the soil-rock combined binary stratum.
Description
Technical Field
The invention relates to the technical field of deep foundation pits of soil-rock combined binary stratums, in particular to the technical field of deep foundation pits of soil-rock combined binary stratums in densely built-up areas of cities, and specifically relates to a support method for a deep foundation pit of a reinforced concrete cast-in-place pile inscribed micro steel pipe pile.
Background
The area of a domestic hilly area accounts for about 10% of the land area, deep foundation pits excavated in the hilly area often meet 'upper weak lower strong' binary structure strata of an upper soil layer and lower rocks, a binary stratum deep foundation pit supporting and enclosing method is generally characterized in that a reinforced concrete filling pile is adopted according to an experience soil layer, the filling pile is embedded into a rock stratum to a certain depth, a platform with a certain width (1.2-2.0 m) is reserved at a soil-rock junction, a 'foot hanging pile' method of externally connecting miniature steel pipe piles is adopted for rock strata below the platform, the enclosing method occupies a large space (2.5-3.5 m), and particularly, supporting members cannot be arranged in a built-up area of a city with a narrow space and are limited in application; although a conversion waist beam and a locking anchor cable are arranged at an earth-rock joint, a cast-in-place pile and a miniature steel pipe pile are disconnected after all, the integrity is poor, the safety degree is low, the manufacturing cost is higher, a deep foundation pit is dug in a binary stratum in a densely built-up area of a city, and when the space is limited, in order to ensure that the deformation of the existing underground pipelines and building structures at the periphery is within an allowable range, a cast-in-place pile one-pile-to-bottom enclosing method is often adopted.
Disclosure of Invention
Aiming at the existing difficult problems of a support method for supporting a deep foundation pit in a soil-rock combined binary stratum in a densely built-up area of a city, the invention discloses a support method for supporting the deep foundation pit by connecting a miniature steel pipe pile in a reinforced concrete cast-in-place pile, which not only solves the problem that a support member with a narrow space cannot be arranged, but also solves the problems that the cast-in-place pile is too much rock-entering to cause construction difficulty, too high cost, construction influence on the surrounding environment and the like.
In order to realize the purpose, the invention adopts the technical scheme that: the enclosure method for supporting the deep foundation pit of the miniature steel pipe pile internally connected with the reinforced concrete cast-in-place pile comprises the reinforced concrete cast-in-place pile, wherein a crown beam is arranged on the outer surface of one end of the reinforced concrete cast-in-place pile, a supporting system is arranged on the outer wall of the reinforced concrete cast-in-place pile, the miniature steel pipe pile is arranged in the middle of the reinforced concrete cast-in-place pile and comprises a steel pipe, a steel reinforcement cage main rib and a connecting steel bar, the steel reinforcement cage main rib is positioned on the outer wall of the steel pipe, and the connecting steel bar is positioned between the steel pipe and the steel reinforcement cage main rib.
Preferably, the outer surface of one end of the reinforced concrete cast-in-place pile is fixedly connected with the outer surface of one end of the crown beam, and the main reinforcement of the reinforcement cage is fixedly connected with the steel pipe through the connecting reinforcement.
Preferably, the enclosure method for supporting the deep foundation pit with the miniature steel pipe pile inscribed in the reinforced concrete cast-in-place pile comprises the following steps:
A. completing hole forming operation of the reinforced concrete cast-in-place pile in a soil layer, and ensuring that a hole wall is intact and does not collapse;
B. completing the positioning of the miniature steel pipe pile in the original cast-in-place pile hole;
C. adopting a pneumatic rock drilling rig to complete the pore-forming operation of the miniature steel pipe pile in the original cast-in-place pile hole, and then putting the miniature steel pipe pile into the hole
A miniature steel pipe pile;
D. cement slurry or cement mortar is injected into and out of the hole of the miniature steel pipe pile;
E. arranging a cast-in-place pile reinforcement cage below the lower part;
F. binding and positioning a cast-in-place pile reinforcement cage and the miniature steel pipe;
G. pouring cast-in-place pile concrete;
H. constructing a reinforced concrete crown beam on the top of the cast-in-place pile;
I. excavating in layers and installing a supporting system;
J. and repeating the step I until the base elevation is excavated.
Preferably, dry-method hole forming is adopted for hole forming of the cast-in-place pile; the diameter D of the bored concrete pile is 0.8-1.2m; the depth h1 of the bored concrete pile hole into the rock is determined according to the weathering degree of the rock, wherein the medium weathering rock h1 is not less than 1.0m, and the slightly weathering rock h1 is not less than 0.6m.
Preferably, the diameter of the micro steel pipe pile pore-forming is 150-200mm; the depth h2 of a hole formed in the bottom of the foundation pit is determined according to the weathering degree of the rocks, wherein the medium weathering rocks h2 are not less than 1.8m, the slightly weathering rocks h1 are not less than 1.5m, and the distance d between the center of the steel pipe and the center of a main reinforcement of the steel reinforcement cage is not less than 150mm; the length h3 is greater than h1 and is not less than 1m in the steel pipe stretches into bored concrete pile, and is not less than 1m above the displacement of anchor bolt trompil is strutted in this department, and steel pipe and reinforcement cage overlap joint region adopt short reinforcement both ends spot welding fixed connection, and short reinforcement diameter is with reinforcement cage owner muscle diameter, respectively sets up one around the steel pipe, and vertical interval t =0.5m.
Preferably, the width of the reinforced concrete crown beam is 50-100mm wider than the two sides of the diameter of the cast-in-place pile respectively, the height of the reinforced concrete crown beam is 0.7 time of the width, the support system comprises a waist beam, a support, a prestressed anchor rod, a non-prestressed anchor rod and the like, and the waist beam and the support can be made of steel or reinforced concrete materials.
Preferably, the concrete labels of the crown beam and the cast-in-place pile are C25, C30 and C35; the grouting material of the steel pipe pile is cement paste or cement mortar, the compressive strength of the cement paste is not lower than 25MPa, and the strength of the cement mortar is not lower than M25; the water cement ratio of cement paste is 0.5-0.7, and 42.5 grade cement is adopted.
Advantageous effects
Compared with the prior art, the invention has the following beneficial effects:
1. the enclosing method solves the problems of high construction difficulty, low efficiency, high cost, high pollution and the like of the traditional cast-in-place pile enclosing method in the soil-rock combined binary stratum, can save the construction period by more than 50 percent and the supporting cost by more than 30 percent compared with the traditional cast-in-place pile enclosing method in a deep foundation pit of the soil-rock combined stratum in a densely built-up area of a city, and can reduce the pollution of noise, sludge and the like.
2. The enclosure method also solves the problems of large occupied space, poor integrity, high excavation risk at a reserved platform and the like of the traditional enclosure method of the 'hanging foot pile' externally connected with the steel pipe pile in the soil-rock combined binary stratum, and has the advantages of high safety, large integral rigidity, small occupied space, quick construction, low manufacturing cost and the like compared with the traditional enclosure method of the 'hanging foot pile' externally connected with the steel pipe.
3. In a word, the enclosing method has great popularization value and wide application prospect in the deep foundation pit support of the soil-rock combination in the binary stratum, particularly in the deep foundation pit support of the soil-rock combination stratum in the densely built-up area of the city.
Drawings
FIG. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a layout view of two steel pipe piles according to the present invention;
FIG. 3 is a layout view of three steel pipe piles according to the present invention;
FIG. 4 is a schematic view of the connection structure of the reinforcement cage and the steel tube according to the present invention;
FIG. 5 is a schematic view of the connection structure of the crown beam and the cast-in-place pile according to the present invention;
fig. 6 is a schematic view showing the connection structure of tendons and steel pipes according to the present invention.
In the figure: 1. pouring reinforced concrete into the pile; 2. a crown beam; 3. a support system; 4. miniature steel pipe piles; 41. a steel pipe; 42. a main reinforcement of a reinforcement cage; 43. and connecting the reinforcing steel bars.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further described with the specific embodiments.
As shown in fig. 1-6, a method for enclosing a micro steel pipe pile in a reinforced concrete cast-in-place pile for supporting a deep foundation pit includes a reinforced concrete cast-in-place pile 1, a crown beam 2 is arranged on an outer surface of one end of the reinforced concrete cast-in-place pile 1, a supporting system 3 is arranged on an outer wall of the reinforced concrete cast-in-place pile 1, a micro steel pipe pile 4 is arranged in the middle of the reinforced concrete cast-in-place pile 1, the micro steel pipe pile 4 includes a steel pipe 41, a steel reinforcement cage main reinforcement 42 and a connecting reinforcement 43, the steel reinforcement cage main reinforcement 42 is located on the outer wall of the steel pipe 41, and the connecting reinforcement 43 is located between the steel pipe 41 and the steel reinforcement cage main reinforcement 42.
Further, the outer surface of one end of the reinforced concrete cast-in-place pile 1 is fixedly connected with the outer surface of one end of the crown beam 2, the steel reinforcement cage main reinforcement 42 is fixedly connected with the steel pipe 41 through the connecting reinforcement 43, and the connecting reinforcement 43 is mainly used for fixedly connecting the steel reinforcement cage main reinforcement 42 and the steel pipe 41 when in use.
Further, the enclosure method for supporting the deep foundation pit of the reinforced concrete cast-in-place pile inscribed with the miniature steel pipe pile comprises the following steps:
A. completing hole forming operation of the reinforced concrete cast-in-place pile in a soil layer, and ensuring that the hole wall is intact and does not collapse;
B. completing the positioning of the miniature steel pipe pile in the original cast-in-place pile hole;
C. adopting a pneumatic rock drilling rig to complete the pore-forming operation of the miniature steel pipe pile in the original cast-in-place pile hole, and then putting the miniature steel pipe pile into the hole
Miniature steel pipe piles;
D. cement slurry or cement mortar is injected into and out of the hole of the miniature steel pipe pile;
E. arranging a cast-in-place pile reinforcement cage below;
F. binding and positioning a filling pile reinforcement cage and the miniature steel pipe;
G. pouring cast-in-place pile concrete;
H. constructing a reinforced concrete crown beam on the top of the cast-in-place pile;
I. excavating in layers and installing a supporting system;
J. and repeating the step I until the base elevation is excavated.
Further, dry-process hole forming is adopted for hole forming of the cast-in-place pile; the diameter D of the bored concrete pile is 0.8-1.2m; the depth h1 of the bored concrete pile hole into the rock is determined according to the weathering degree of the rock, wherein the medium weathering rock h1 is not less than 1.0m, and the slightly weathering rock h1 is not less than 0.6m.
Further, the diameter of the micro steel pipe pile hole is 150-200mm; the depth h2 of a hole formed in the foundation pit bottom is determined according to the weathering degree of rocks, wherein medium weathering rocks h2 are not less than 1.8m, slightly weathering rocks h1 are not less than 1.5m, and the distance d between the center of the steel pipe and the center of a main reinforcement of the steel reinforcement cage is not less than 150mm; the steel pipe stretches into bored concrete pile internal length h3 and is greater than h1 and is not less than 1m, and does not less than 1m above this anchor bolt trompil displacement of strutting, and steel pipe and reinforcement cage overlap joint region adopt short reinforcement both ends spot welding fixed connection, and the short reinforcement diameter is with reinforcement cage owner muscle diameter, respectively sets up one around the steel pipe, and vertical interval t =0.5m.
Furthermore, the width of the reinforced concrete crown beam is 50-100mm wider than the two sides of the diameter of the cast-in-place pile respectively, the height of the reinforced concrete crown beam is 0.7 times of the width, the support system comprises a waist beam, a support, a prestressed anchor rod, a non-prestressed anchor rod and the like, and the waist beam and the support can be made of steel or reinforced concrete materials.
Furthermore, the concrete labels of the crown beam and the cast-in-place pile are C25, C30 and C35; the grouting material of the steel pipe pile is cement paste or cement mortar, the compressive strength of the cement paste is not lower than 25MPa, and the strength of the cement mortar is not lower than M25; the water cement ratio of cement paste is 0.5-0.7, and 42.5 grade cement is adopted.
The invention discloses a support method for supporting a deep foundation pit of a miniature steel pipe pile internally connected in a reinforced concrete cast-in-place pile.
The foregoing shows and describes the general principles, principal features, and advantages of the invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments, and the above embodiments and descriptions are only preferred examples of the present invention and are not intended to limit the present invention, and that various changes and modifications may be made without departing from the spirit and scope of the present invention, which fall within the scope of the claimed invention. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (7)
1. A support method for supporting a deep foundation pit of a micro steel pipe pile inscribed in a reinforced concrete cast-in-place pile comprises the reinforced concrete cast-in-place pile (1), and is characterized in that: the outer surface of one end of the reinforced concrete cast-in-place pile (1) is provided with a top beam (2), the outer wall of the reinforced concrete cast-in-place pile (1) is provided with a supporting system (3), the middle of the reinforced concrete cast-in-place pile (1) is provided with a miniature steel pipe pile (4), the miniature steel pipe pile (4) comprises a steel pipe (41), a steel reinforcement cage main rib (42) and a connecting steel bar (43), the steel reinforcement cage main rib (42) is located on the outer wall of the steel pipe (41), and the connecting steel bar (43) is located between the steel pipe (41) and the steel reinforcement cage main rib (42).
2. The enclosure method for supporting the deep foundation pit of the micro steel pipe pile inscribed in the reinforced concrete cast-in-place pile according to claim 1, characterized by comprising the following steps: the outer surface of one end of the reinforced concrete cast-in-place pile (1) is fixedly connected with the outer surface of one end of the crown beam (2), and the main reinforcement (42) of the reinforcement cage is fixedly connected with the steel pipe (41) through the connecting reinforcement (43).
3. The enclosure method for supporting the deep foundation pit of the micro steel pipe pile inscribed in the reinforced concrete cast-in-place pile according to claim 1, characterized by comprising the following steps: the enclosure method for supporting the deep foundation pit with the miniature steel pipe pile inscribed in the reinforced concrete cast-in-place pile comprises the following steps:
A. completing hole forming operation of the reinforced concrete cast-in-place pile in a soil layer, and ensuring that the hole wall is intact and does not collapse;
B. completing the positioning of the miniature steel pipe pile in the original cast-in-place pile hole;
C. adopting a pneumatic rock drilling rig to complete the hole forming operation of the miniature steel pipe pile in the original cast-in-place pile hole, and then putting the miniature steel pipe pile into the hole;
D. cement slurry or cement mortar is injected into and out of the hole of the miniature steel pipe pile;
E. arranging a cast-in-place pile reinforcement cage below;
F. binding and positioning a cast-in-place pile reinforcement cage and the miniature steel pipe;
G. pouring cast-in-place pile concrete;
H. constructing a reinforced concrete crown beam on the top of the cast-in-place pile;
I. excavating in layers and installing a supporting system;
J. and repeating the step I until the base elevation is excavated.
4. The enclosure method for supporting the deep foundation pit of the micro steel pipe pile inscribed in the reinforced concrete cast-in-place pile according to claim 3, characterized by comprising the following steps: the hole forming of the cast-in-place pile needs to adopt a dry method for hole forming; the diameter D of the bored concrete pile is 0.8-1.2m; the depth h1 of the bored concrete pile hole into the rock is determined according to the weathering degree of the rock, wherein the medium weathering rock h1 is not less than 1.0m, and the slightly weathering rock h1 is not less than 0.6m.
5. The enclosure method for supporting the deep foundation pit of the micro steel pipe pile inscribed in the reinforced concrete cast-in-place pile according to claim 4, characterized by comprising the following steps: the diameter of the micro steel pipe pile hole is 150-200mm; the depth h2 of a hole formed in the bottom of the foundation pit is determined according to the weathering degree of the rocks, wherein the medium weathering rocks h2 are not less than 1.8m, the slightly weathering rocks h1 are not less than 1.5m, and the distance d between the center of the steel pipe and the center of a main reinforcement of the steel reinforcement cage is not less than 150mm; the length h3 is greater than h1 and is not less than 1m in the steel pipe stretches into bored concrete pile, and is not less than 1m above the displacement of anchor bolt trompil is strutted in this department, and steel pipe and reinforcement cage overlap joint region adopt short reinforcement both ends spot welding fixed connection, and short reinforcement diameter is with reinforcement cage owner muscle diameter, respectively sets up one around the steel pipe, and vertical interval t =0.5m.
6. The enclosure method for supporting the deep foundation pit of the reinforced concrete cast-in-place pile inscribed with the miniature steel pipe pile, according to claim 5, is characterized in that: the width of the reinforced concrete crown beam is 50-100mm wider than the diameter of each side of the cast-in-place pile, the height of the reinforced concrete crown beam is 0.7 times of the width, the support system comprises a waist beam, a support, a prestressed anchor rod, a non-prestressed anchor rod and the like, and the waist beam and the support can be made of steel or reinforced concrete.
7. The enclosure method for supporting the deep foundation pit of the reinforced concrete cast-in-place pile inscribed with the miniature steel pipe pile, according to claim 6, is characterized in that: the concrete labels of the crown beam and the cast-in-place pile are C25, C30 and C35; the grouting material of the steel pipe pile is cement paste or cement mortar, the compressive strength of the cement paste is not lower than 25MPa, and the strength of the cement mortar is not lower than M25; the water cement ratio of cement paste is 0.5-0.7, and 42.5 grade cement is adopted.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211169629.XA CN115478542A (en) | 2022-09-21 | 2022-09-21 | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211169629.XA CN115478542A (en) | 2022-09-21 | 2022-09-21 | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115478542A true CN115478542A (en) | 2022-12-16 |
Family
ID=84393745
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211169629.XA Pending CN115478542A (en) | 2022-09-21 | 2022-09-21 | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115478542A (en) |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002004271A (en) * | 2000-06-27 | 2002-01-09 | Shimizu Corp | Composite pile and execution method therefor |
| CN101122131A (en) * | 2007-08-14 | 2008-02-13 | 蓝冰 | Foundation pit supporting pile using pipe casting pile embedding in rock |
| CN205604232U (en) * | 2016-05-06 | 2016-09-28 | 中铁十局集团第二工程有限公司 | Drilled pile pile foundation steel reinforcement cage positioner |
| CN109930609A (en) * | 2019-04-09 | 2019-06-25 | 大连交通大学 | A kind of campshed composite supporting construction and its construction method for upper-soft lower-hard ground |
| CN209339156U (en) * | 2018-12-04 | 2019-09-03 | 中铁十二局集团第二工程有限公司 | The embedding rock foot pilework of anchor tube formula in a kind of Extra-Deep Foundation Pit |
| CN110924433A (en) * | 2019-12-09 | 2020-03-27 | 中交铁道设计研究总院有限公司 | Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum |
| CN114508119A (en) * | 2022-03-29 | 2022-05-17 | 中铁一局集团有限公司 | Mountain slope protection construction structure and construction method based on miniature steel pipe piles |
-
2022
- 2022-09-21 CN CN202211169629.XA patent/CN115478542A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002004271A (en) * | 2000-06-27 | 2002-01-09 | Shimizu Corp | Composite pile and execution method therefor |
| CN101122131A (en) * | 2007-08-14 | 2008-02-13 | 蓝冰 | Foundation pit supporting pile using pipe casting pile embedding in rock |
| CN205604232U (en) * | 2016-05-06 | 2016-09-28 | 中铁十局集团第二工程有限公司 | Drilled pile pile foundation steel reinforcement cage positioner |
| CN209339156U (en) * | 2018-12-04 | 2019-09-03 | 中铁十二局集团第二工程有限公司 | The embedding rock foot pilework of anchor tube formula in a kind of Extra-Deep Foundation Pit |
| CN109930609A (en) * | 2019-04-09 | 2019-06-25 | 大连交通大学 | A kind of campshed composite supporting construction and its construction method for upper-soft lower-hard ground |
| CN110924433A (en) * | 2019-12-09 | 2020-03-27 | 中交铁道设计研究总院有限公司 | Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum |
| CN114508119A (en) * | 2022-03-29 | 2022-05-17 | 中铁一局集团有限公司 | Mountain slope protection construction structure and construction method based on miniature steel pipe piles |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US20140026518A1 (en) | Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN103669365A (en) | External diagonal-pulling and internal diagonal-bracing herringbone foundation pit supporting pile and construction method thereof | |
| CN100510281C (en) | Semi-inverse construction method of super large diameter, ultra-burial depth storage pond | |
| CN102162258B (en) | Concrete-filled steel tubular high-pile tower footing structure of tower crane and construction method thereof | |
| CN110485430A (en) | A kind of interlocking pile combines foundation pit supporting method with ground-connecting-wall | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN102359112A (en) | Method for bracing foundation pit by using steel box piles | |
| CN214245694U (en) | Pile forming system for large-diameter cast-in-situ bored pile in karst area | |
| CN104005414B (en) | Large-size rebar cast in place concrete pile supports the constructional method of column | |
| CN204000925U (en) | Prefabricated diaphragm wall | |
| CN205917713U (en) | Truss -like steel pipe slip casting pile foundation | |
| CN210263075U (en) | Arrange bars formula tubular pile post back slip casting internal anchor outer stagnant water support system | |
| CN217870505U (en) | Excavation supporting construction of tunnel top foundation ditch excavation | |
| CN213867907U (en) | Prefabricated expanded packing key type digging foundation for power transmission line | |
| CN113668554B (en) | Construction method of foundation pit supporting structure adjacent to building | |
| CN201883453U (en) | Combined pipe jacking working well | |
| CN109989346A (en) | Bridge major diameter precast concrete tubular column basis and its construction method | |
| CN113152446A (en) | Multi-section type prestressed hollow pile and construction method thereof | |
| CN115478542A (en) | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile | |
| CN209923935U (en) | Co-location combined pile wall supporting structure in upper-soft and lower-hard stratum | |
| CN112343074A (en) | Spliced prefabricated root key type digging foundation | |
| CN215482904U (en) | Multi-section type prestressed hollow pile | |
| CN213836719U (en) | Spliced prefabricated root key type digging foundation | |
| CN110485431A (en) | A kind of interlocking pile combines foundation pit supporting construction with ground-connecting-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 |