CN117488781A - Construction method of supporting structure in karst stratum with thin top plate under complex condition - Google Patents
Construction method of supporting structure in karst stratum with thin top plate under complex condition Download PDFInfo
- Publication number
- CN117488781A CN117488781A CN202311407610.9A CN202311407610A CN117488781A CN 117488781 A CN117488781 A CN 117488781A CN 202311407610 A CN202311407610 A CN 202311407610A CN 117488781 A CN117488781 A CN 117488781A
- Authority
- CN
- China
- Prior art keywords
- pile
- casing
- pile casing
- small
- stratum
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 29
- 239000010959 steel Substances 0.000 claims abstract description 29
- 230000001681 protective effect Effects 0.000 claims abstract description 22
- 238000005259 measurement Methods 0.000 claims abstract description 12
- 239000004567 concrete Substances 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims abstract description 9
- 230000002787 reinforcement Effects 0.000 claims description 21
- 238000003466 welding Methods 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 7
- 230000000149 penetrating effect Effects 0.000 claims description 7
- 238000004519 manufacturing process Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 3
- 238000004512 die casting Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 239000012535 impurity Substances 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 239000011384 asphalt concrete Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
Landscapes
- 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)
- General Engineering & Computer Science (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a supporting structure in a karst stratum with a thin top plate under a complex condition. According to the invention, through the alternative arrangement of the large pile casing and the small pile casing, the rigidity of the large pile casing is used as the periphery enclosing, so that the drilling is convenient, and the pouring of the pile foundation is performed by using the small pile casing; the large protective cylinder can be recycled after being pulled out; through the construction process of the steel pipe column by the first inserting method, concrete is poured once, and the pore-forming period is effectively shortened. The full-pile casing drilling is performed by adopting the full-rotary drilling machine, so that the verticality of the pile body is ensured while the hole collapse is effectively prevented, the frequent measurement times of the hole are reduced, the hole forming efficiency is improved, and the period is shortened.
Description
Technical Field
The invention belongs to the technical field of pile foundations, and particularly relates to a construction method of a supporting structure in a karst stratum with a thin top plate under a complex condition.
Background
With the rapid development of economy and the acceleration of urban process, population is rapidly increased, urban rail transit becomes the first choice of short-distance traffic travel by virtue of the characteristics of rapidness, convenience and environmental protection, and the phenomenon of urban traffic jam is effectively relieved. Construction of subway stations often passes through complex karst strata, so karst treatment often becomes a difficulty in construction. The traditional method for constructing the upright post containing the karst cave, pouring cement paste (cement mortar) and reinforcing by rotary spraying is adopted, so that not only is the construction slow, but also hole collapse and local instability can be caused in the construction. This requires a targeted construction design of the support structure.
Disclosure of Invention
The invention provides a construction method of a supporting structure in a karst stratum with a thin top plate under a complex condition, which is used for solving the technical problems of alternate use of a pile in a karst cave, pile casing, integral pouring and the like.
In order to achieve the above purpose, the invention adopts the following technical scheme:
the construction method of the supporting structure in the karst stratum of the thin roof under the complex condition comprises a weak stratum, a stratum positioned below the weak stratum, a karst cave positioned in the stratum, a large pile casing which is temporarily connected with the karst cave in advance and is fixed with the stratum at the bottom, a small pile casing sleeved in the large pile casing, a pile foundation arranged in the small pile casing and a steel pipe column connected to the top of the pile foundation;
the large pile casing is arranged from a ground weak stratum and a karst cave to a built-in stratum in a full length mode, and the inner diameter of the large pile casing is larger than the outer diameter of the small pile casing;
the construction method of the support structure in the karst stratum with the thin top plate under the complex condition comprises the following specific steps:
firstly, leveling a field, and removing loose impurity filling layers; laying a measurement control network; setting a cross measurement control network and a level point on the site, and repeatedly rechecking;
step two, calculating pile position coordinates according to the design drawing, and checking and then carrying out pile position measurement and release on the site; before the construction of the steel pipe column, a pile-to-pile investigation is carried out, and the position of the pile out of the karst cave is detected;
step three, manufacturing a large protection cylinder through die casting, and burying the large protection cylinder before drilling; drilling by adopting a full-rotary drilling machine, wherein the drilling machine drills along the vertical direction of the pile position;
step four, adopting a steel plate coil to manufacture a small protective cylinder, firmly fixing the periphery of the small protective cylinder to prevent toppling, and arranging a hanging hole and a supporting rod penetrating hole at the top of the small protective cylinder;
step five, after drilling in the large casing is finished, a small casing is connected in the large casing in a penetrating way; lengthening the small protective cylinder on the ground jig frame in advance;
step six, after the small pile casing is hoisted in place, the support is fixedly connected above the orifice, and all the connecting welding seams in front of each section are fully welded by adopting double-sided beveling;
step seven, after the small pile casing fixing device is removed, sinking to the bottom of the hole under the action of self gravity, and determining whether the small pile casing fixing device reaches the bottom of the hole according to the measuring rope value bound at the top end of the small pile casing;
step eight, after the small pile casing is buried to the hole bottom, installing a pile foundation reinforcement cage and a steel pipe column; lifting the large pile casing to the pile top elevation, and pouring pile concrete;
step nine, after pile foundation pouring is completed, lengthening the large pile casing, and connecting by bolts; after the connection is completed, the full rotary drilling machine is in place, and the large casing is pulled out.
Further, when the karst cave is located the pile foundation and the steel-pipe column junction, pack through pile concrete after promoting big pile casing, until the karst cave fills and accomplishes, and big pile casing internal diameter is greater than little pile casing external diameter 20cm at least.
Further, the bottom of the large pile casing is put down to the pile foundation pile bottom elevation, and clay is used for layering and tamping between the large pile casing and the pit wall; after the large pile casing is drilled to the elevation of the bottom of the karst cave, the small pile casing is hoisted to replace the large pile casing to play a role of a wall protection, and the full-circle drilling machine is positioned after hoisting is completed, and the large pile casing is pulled out.
Further, the large pile casing is positioned and pre-buried, and the positioning allowance deviation is as follows: longitudinal + -20 mm; transverse direction is 0 to +50mm; verticality 0.5%; the large pile casing is embedded 30-40 cm higher than the ground to maintain the water level inside the hole higher than the water level outside the hole or the ground.
Further, the small pile casing is lengthened on a flat jig frame, and a plurality of pipe sections are butted to form a pile casing of 6 m/section; aligning the axle center before welding; the longitudinal welding seams of adjacent pipe sections are staggered by 90 degrees, and then welding is carried out; when the upper and lower section casings are welded, the verticality should be corrected, and the gap between the upper section casing and the lower section casing is 2-3mm.
Further, the top height of the small pile casing is not less than 1.5m higher than the pile foundation elevation; the top of the small pile casing does not exceed the top elevation of the karst cave; the part beyond the pile foundation is provided with a lifting hole and a pole connecting hole.
Furthermore, a stress sensor and a strain sensor are arranged at the top of the pile foundation at the top of the small pile casing, and the pouring of the pile foundation is controlled through the stress and strain change in the pouring.
Further, the steel pipe column and the pile foundation reinforcement cage are hoisted below; when the pile foundation reinforcement cage is hung, the pile foundation reinforcement cage is firstly arranged below the top of the pile foundation reinforcement cage above the drill hole, then the hanging and the placing of the fixedly connected steel pipe column are suspended, and after the rechecking position meets the design requirement, the steel pipe column and the pile foundation reinforcement cage are placed together.
The beneficial effects of the invention are as follows:
1) According to the invention, through the alternative arrangement of the large pile casing and the small pile casing, the rigidity of the large pile casing is used as the periphery enclosing, so that the drilling is convenient, and the pouring of the pile foundation is performed by using the small pile casing; the large protective cylinder can be recycled after being pulled out;
2) According to the invention, through the steel pipe column plug-in method construction process, the automatic, visual, rapid and high-precision installation of the middle column construction can be realized, the construction efficiency is high, the reinforcement cage and the steel pipe column are sequentially installed, the concrete is poured at one time, and the pore-forming period is effectively shortened.
3) According to the invention, the full casing drilling is performed by adopting the full rotary drilling machine, so that the pile body verticality is ensured while the collapse of the hole is effectively prevented, the frequent measurement times of the conventional middle column hole forming are reduced, the hole forming efficiency is improved, and the hole forming period is shortened.
4) When karst strata are subjected to karst cave treatment, a method of large pile casing and small pile casing is adopted, so that compared with the traditional grouting, the cost is saved, and the pore-forming period is shortened; compared with the reinforcement of jet grouting piles, the protection strength is improved, the leakage of holes among piles is avoided, and the safety risk is reduced.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary object and other advantages of the invention may be realized and attained by means of the instrumentalities and particularly pointed out in the specification.
Drawings
FIG. 1 is a schematic diagram of a large casing construction;
FIG. 2 is a schematic view of a small casing;
FIG. 3 is a schematic view of pile foundation reinforcement cage and steel pipe column lowering;
FIG. 4 is a schematic view of a preliminary lifting large casing;
FIG. 5 is a schematic illustration of cast-in-place pile concrete;
fig. 6 is a schematic diagram of a fully lifted large casing.
Reference numerals: 1-weak stratum, 2-stratum, 3-karst cave, 4-big pile casing, 5-small pile casing, 6-pile foundation reinforcement cage, 7-steel pipe column, 8-pile concrete and 9-drilling.
Detailed Description
Taking a subway project as an example, the project needs low-clearance construction near an airport, and has the characteristics of complex underground pipeline, karst development, tight construction period and the like. The construction of the pile is performed through alternate construction of the large pile casing and the small pile casing, and the construction method is combined with the construction shown in fig. 1 to 6, wherein the support structure in the karst stratum of the thin top plate under the complex condition comprises a weak stratum 1, a stratum 2 positioned below the weak stratum 1, a karst cave 3 positioned in the stratum 2, a large pile casing 4 which is temporarily connected with the karst cave 3 in advance and is fixed with the stratum 2 at the bottom, a small pile casing 5 sleeved in the large pile casing 4, a pile foundation arranged in the small pile casing 5 and a steel pipe column 7 connected to the top of the pile foundation. The large pile casing 4 is arranged in a through length mode from the ground weak stratum 1 and the karst cave 3 to the embedded stratum 2, and the inner diameter of the large pile casing 4 is larger than the outer diameter of the small pile casing 5;
referring to fig. 1 to 2, a construction method of a supporting structure in a karst stratum with a thin top plate under a complex condition is further described, and specific steps are as follows:
firstly, breaking a hardened part of asphalt concrete, removing a loose mixed filling layer, and performing site leveling work before construction; setting a groined measurement control pile and a leveling point at a construction site, wherein the control point is arranged at a position which is not affected by pile foundation construction, and obvious marks and protection measures are arranged. And laying a site measurement control network according to the provided measurement paying-off datum point and rechecking. And accurately positioning pile positions by using the rechecked wire points and the rechecked leveling points and using a total station, and respectively arranging firm control piles in the longitudinal and transverse directions. The pile position must be checked repeatedly, after the pile casing is embedded, checking is performed again, pile tying is performed after no error is confirmed, and convenience is created for subsequent work of centering the drilling machine in place and finding the steel reinforcement framework.
Step two, calculating pile position coordinates according to the design drawing, and checking and then carrying out pile position measurement and release on the site; before the construction of the steel pipe column 7, a pile-to-pile investigation is carried out, and the position of the pile, which is out of the karst cave 3, is detected. When the karst cave 3 is located at the joint of the pile foundation and the steel pipe column 7, the large pile casing 4 is lifted and then filled with pile concrete 8 until the filling of the karst cave 3 is completed, and the inner diameter of the large pile casing 4 is at least 20cm greater than the outer diameter of the small pile casing 5.
Step three, manufacturing a large pile casing 4 through die casting, and burying the large pile casing 4 before drilling 9; drilling by adopting a full-rotary drilling machine, wherein the drilling machine drills along the vertical direction of the pile position; the large casing 4 has an inner diameter of 2000mm and a wall thickness of 50mm. The large pile casing 4 is positioned and pre-buried, and the positioning allowance deviation is as follows: longitudinal + -20 mm; transverse direction is 0 to +50mm; verticality 0.5%; the large pile casing 4 is embedded 30-40 cm higher than the ground to maintain the water level inside the hole higher than the water level outside the hole or the ground.
The bottom of the large pile casing 4 is put down to the pile foundation pile bottom elevation, and clay is used for layering and tamping between the large pile casing 4 and the pit wall; after the large pile casing 4 is drilled to the bottom elevation of the karst cave 3, the small pile casing 5 is hoisted to replace the large pile casing 4 to play a role of a wall protection, and after hoisting, the full-rotary drilling machine is in place, and the large pile casing 4 is pulled out.
And step four, adopting a steel plate coil to manufacture a small protective cylinder 5, firmly fixing the periphery of the small protective cylinder to prevent toppling, and arranging a hanging hole and a pole penetrating hole at the top of the small protective cylinder 5.
In the embodiment, the small pile casing 5 is lengthened on a flat jig frame, and a plurality of pipe sections are butted to form a pile casing of 6 m/section; aligning the axle center before welding; the longitudinal welding seams of adjacent pipe sections are staggered by 90 degrees, and then welding is carried out; when the upper and lower section casings are welded, the verticality should be corrected, and the gap between the upper section casing and the lower section casing is 2-3mm.
In the embodiment, the height of the top of the small pile casing 5 is not less than 1.5m greater than the pile foundation elevation; the top of the small pile casing 5 does not exceed the top elevation of the karst cave 3; the part beyond the pile foundation is provided with a lifting hole and a pole connecting hole.
Step five, after the drilling 9 in the large casing 4 is finished, the small casing 5 is connected in the large casing 4 in a penetrating way; the small protective cylinder 5 is lengthened on the ground jig frame in advance.
And step six, after the small protective cylinder 5 is hoisted in place, the support is fixedly connected above the orifice, and full welding is carried out on all the connecting welding seams before each section by adopting double-sided beveling.
And step seven, after the fixing device of the small protective cylinder 5 is removed, sinking to the bottom of the hole under the action of self gravity, and determining whether the small protective cylinder reaches the bottom of the hole according to the measuring rope value bound at the top end of the small protective cylinder 5.
Step eight, after the small pile casing 5 is buried to the hole bottom, installing a pile foundation reinforcement cage 6 and a steel pipe column 7; lifting the large pile casing 4 to the pile top elevation and pouring pile concrete 8.
In the embodiment, the steel pipe column 7 and the pile foundation reinforcement cage 6 are hoisted below together; when the pile foundation reinforcement cage 6 is hung, the pile foundation reinforcement cage 6 is firstly arranged above the drilling hole 9 from below to the top, then the hanging and the fixing connection of the steel pipe column 7 are suspended, and after the rechecking position meets the design requirement, the steel pipe column 7 and the pile foundation reinforcement cage 6 are simultaneously hung.
Step nine, after pile foundation pouring is completed, lengthening the large pile casing 4, and connecting by bolts; after the connection is completed, the full rotary drilling machine is in place, and the large casing 4 is pulled out.
In this embodiment, a stress sensor and a strain sensor are provided at the top of the small casing 5 at the top of the pile foundation, and the casting of the pile foundation is controlled by the change of stress and strain in casting.
The foregoing is merely illustrative of preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, but any changes or substitutions that would occur to those skilled in the art within the scope of the present invention are intended to be included in the scope of the present invention.
Claims (8)
1. The construction method of the supporting structure in the thin roof karst stratum under the complex condition is characterized in that the supporting structure in the thin roof karst stratum under the complex condition comprises a weak stratum (1), a stratum (2) positioned below the weak stratum (1), a karst cave (3) positioned in the stratum (2), a large pile casing (4) which is temporarily connected with the karst cave (3) in a penetrating way in advance and is fixed with the stratum (2) at the bottom, a small pile casing (5) sleeved in the large pile casing (4), a pile foundation arranged in the small pile casing (5) and a steel pipe column (7) connected to the top of the pile foundation;
the large pile casing (4) is arranged from the ground weak stratum (1) and the karst cave (3) to the embedded stratum (2) in a full length mode, and the inner diameter of the large pile casing (4) is larger than the outer diameter of the small pile casing (5);
the construction method of the support structure in the karst stratum with the thin top plate under the complex condition comprises the following specific steps:
firstly, leveling a field, and removing loose impurity filling layers; laying a measurement control network; setting a cross measurement control network and a level point on the site, and repeatedly rechecking;
step two, calculating pile position coordinates according to the design drawing, and checking and then carrying out pile position measurement and release on the site; before the construction of the steel pipe column (7), a pile-to-pile investigation is carried out, and the position of the pile out of the karst cave (3) is detected;
step three, manufacturing a large pile casing (4) through die casting, and burying the large pile casing (4) before drilling holes (9); drilling by adopting a full-rotary drilling machine, wherein the drilling machine drills along the vertical direction of the pile position;
step four, adopting a steel plate coil to manufacture a small protective cylinder (5), firmly fixing the periphery of the small protective cylinder to prevent toppling, and arranging a hanging hole and a pole penetrating hole at the top of the small protective cylinder (5);
step five, after the drilling (9) in the large pile casing (4) is finished, a small pile casing (5) is connected in the large pile casing (4) in a penetrating way; the small protective cylinder (5) is lengthened on the ground jig frame in advance;
step six, after the small protective cylinder (5) is hoisted in place, the support is fixedly connected above the orifice, and all the connecting welding seams in front of each section are fully welded by adopting double-sided beveling;
step seven, after the fixing device of the small protective cylinder (5) is removed, sinking to the bottom of the hole under the action of self gravity, and determining whether the small protective cylinder reaches the bottom of the hole according to the rope measuring value bound at the top end of the small protective cylinder (5);
step eight, after the small pile casing (5) is buried to the hole bottom, installing a pile foundation reinforcement cage (6) and a steel pipe column (7); lifting the large pile casing (4) to the pile top elevation, and pouring pile concrete (8);
step nine, after pile foundation pouring is completed, lengthening the large pile casing (4) and connecting by bolts; after the connection is completed, the full rotary drilling machine is in place, and the large pile casing (4) is pulled out.
2. The construction method of the supporting structure in the karst stratum with the thin top plate under the complex condition according to claim 1, wherein when the karst cave (3) is positioned at the junction of the pile foundation and the steel pipe column (7), the large pile casing (4) is lifted and filled with pile concrete (8) until the karst cave (3) is filled, and the inner diameter of the large pile casing (4) is at least 20cm larger than the outer diameter of the small pile casing (5).
3. The construction method of the supporting structure in the karst stratum with the thin top plate under the complex condition as claimed in claim 1, wherein the bottom of the large pile casing (4) is lowered to the pile foundation pile bottom elevation, and clay is used for layering and tamping between the large pile casing (4) and the pit wall; after the large pile casing (4) drills to the bottom elevation of the karst cave (3), the small pile casing (5) is hung to replace the large pile casing (4) to play a role of protecting a wall, and after the hanging is finished, the full-circle drilling machine is in place, and the large pile casing (4) is pulled out.
4. The construction method of the supporting structure in the karst stratum with the thin top plate under the complex condition as claimed in claim 1, wherein the large pile casing (4) is positioned and pre-buried, and the positioning allowance is as follows: longitudinal + -20 mm; transverse direction is 0 to +50mm; verticality 0.5%; the large pile casing (4) is embedded and preferably 30-40 cm higher than the ground so as to keep the water level in the hole higher than the water level outside the hole or the ground.
5. A method of constructing a support structure in a karst formation with a thin roof under complex conditions as claimed in claim 1, characterized in that the elongation of the small casing (5) is carried out on a flat jig, butt-jointing several sections of pipe to form a 6 m/section casing; aligning the axle center before welding; the longitudinal welding seams of adjacent pipe sections are staggered by 90 degrees, and then welding is carried out; when the upper and lower section casings are welded, the verticality should be corrected, and the gap between the upper section casing and the lower section casing is 2-3mm.
6. The construction method of the supporting structure in the karst stratum with the thin top plate under the complex condition as claimed in claim 1, wherein the top height of the small pile casing (5) is not less than 1.5m higher than the pile foundation elevation; the top of the small pile casing (5) does not exceed the top elevation of the karst cave (3); the part beyond the pile foundation is provided with a lifting hole and a pole connecting hole.
7. A method of construction of a support structure in a karst formation with a thin roof under complex conditions as claimed in claim 1, characterised in that the top of the small casing (5) is provided with stress and strain sensors at the level of the pile foundation top, the casting of the pile foundation being controlled by the stress and strain variations in the casting.
8. The construction method of the supporting structure in the karst stratum with the thin top plate under the complex condition according to claim 1, wherein the steel pipe column (7) and the pile foundation reinforcement cage (6) are hoisted below together; when the pile foundation reinforcement cage (6) is hung, the pile foundation reinforcement cage (6) is firstly arranged above the drilling hole (9) from the lower part to the top, then the hanging and the hanging are suspended, the steel pipe column (7) is fixedly connected, and after the rechecking position meets the design requirement, the steel pipe column (7) and the pile foundation reinforcement cage (6) are simultaneously lowered.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311407610.9A CN117488781B (en) | 2023-10-27 | 2023-10-27 | Construction method of supporting structure in karst stratum with thin top plate under complex condition |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311407610.9A CN117488781B (en) | 2023-10-27 | 2023-10-27 | Construction method of supporting structure in karst stratum with thin top plate under complex condition |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117488781A true CN117488781A (en) | 2024-02-02 |
| CN117488781B CN117488781B (en) | 2024-08-16 |
Family
ID=89671745
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311407610.9A Active CN117488781B (en) | 2023-10-27 | 2023-10-27 | Construction method of supporting structure in karst stratum with thin top plate under complex condition |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117488781B (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205857238U (en) * | 2016-07-08 | 2017-01-04 | 中铁三局集团有限公司 | A kind of underground engineering steel pipe column pilework |
| US20210292987A1 (en) * | 2020-03-19 | 2021-09-23 | Guangzhou Institute Of Building Science Co.,Ltd. | Construction method for pouring concrete in karst cave |
| CN114673188A (en) * | 2022-03-31 | 2022-06-28 | 中铁二十局集团第二工程有限公司 | Karst area pile foundation construction method and karst area pile foundation construction device |
-
2023
- 2023-10-27 CN CN202311407610.9A patent/CN117488781B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN205857238U (en) * | 2016-07-08 | 2017-01-04 | 中铁三局集团有限公司 | A kind of underground engineering steel pipe column pilework |
| US20210292987A1 (en) * | 2020-03-19 | 2021-09-23 | Guangzhou Institute Of Building Science Co.,Ltd. | Construction method for pouring concrete in karst cave |
| CN114673188A (en) * | 2022-03-31 | 2022-06-28 | 中铁二十局集团第二工程有限公司 | Karst area pile foundation construction method and karst area pile foundation construction device |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117488781B (en) | 2024-08-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103195076B (en) | Muddy Bottoms deep-excavation tower crane foundation construction method | |
| CN111962504A (en) | Construction method for covering and digging top-down permanent steel pipe column | |
| CN212358284U (en) | Construction structure of permanent steel-pipe column of lid digs contrary process | |
| CN105863042A (en) | All-steel structure building and construction method thereof | |
| CN105672314A (en) | Method for constructing steel pipe upright pile through semi-reversed-construction method | |
| CN113638417B (en) | Pile connection accurate positioning pouring system and construction method | |
| CN114134928B (en) | Construction method of steel pipe column tower crane foundation | |
| CN211312224U (en) | Steel casing positioning tool for bridge drilled pile based on existing pavement transformation | |
| CN114411761B (en) | Advanced pre-supporting system and method for subway tunnel to be built in new building construction | |
| CN112281894A (en) | Pile foundation construction method | |
| CN111997043A (en) | Segmented reinforcement cage and diaphragm wall construction method under low-clearance high-voltage line | |
| CN114737602A (en) | Method for positioning concrete filled steel tube center column in cover-excavation top-down construction of subway station | |
| CN212270916U (en) | Collimating pile structure | |
| CN113605377A (en) | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process | |
| CN111608435A (en) | Subway station and viaduct combined construction structure and construction method thereof | |
| CN111962506A (en) | Collimating pile structure and construction method | |
| CN117488781B (en) | Construction method of supporting structure in karst stratum with thin top plate under complex condition | |
| CN218148483U (en) | Tower crane foundation structure | |
| CN217630086U (en) | Enclosure system shared by cast-in-place pipe gallery and box type tunnel | |
| CN110565634A (en) | Method for repeatedly constructing and utilizing ultra-long steel casing | |
| CN212561551U (en) | Steel stand hoist and mount and transfer positioner | |
| CN211312225U (en) | Pile-column integrated structure based on bridge transformed from existing road surface | |
| CN113356189A (en) | Full-sleeve hole forming construction method for rotary drilling rig | |
| CN114635450A (en) | Construction method for permanent steel pipe structural column of covered and excavated station | |
| CN110847213A (en) | Light steel cage type tower crane pedestal and assembly construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |