CN114991128A - Construction method for manually digging hole and filling pile in karst area - Google Patents
Construction method for manually digging hole and filling pile in karst area Download PDFInfo
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- CN114991128A CN114991128A CN202210681149.5A CN202210681149A CN114991128A CN 114991128 A CN114991128 A CN 114991128A CN 202210681149 A CN202210681149 A CN 202210681149A CN 114991128 A CN114991128 A CN 114991128A
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000004567 concrete Substances 0.000 claims abstract description 65
- 238000000034 method Methods 0.000 claims abstract description 10
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 29
- 239000010410 layer Substances 0.000 claims description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 21
- 239000010959 steel Substances 0.000 claims description 21
- 230000002787 reinforcement Effects 0.000 claims description 13
- 239000002689 soil Substances 0.000 claims description 13
- 239000011435 rock Substances 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 6
- 238000009415 formwork Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000002457 bidirectional effect Effects 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 3
- 238000003801 milling Methods 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 239000002356 single layer Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 239000010802 sludge Substances 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000007689 inspection Methods 0.000 description 2
- 238000011112 process operation Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
-
- 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
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Abstract
The invention relates to the technical field of building construction, in particular to a construction method of a manual hole digging and filling pile in a karst area. S1, positioning a square line; s2, building a well ring; s3, installing equipment in place; s4, excavating the earth part; s5, constructing a concrete retaining wall; s6, processing complex geological conditions of karst areas; s7, arranging an expansion head at the bottom of the hole; s8, checking and accepting the pile foundation trench; s9, pile hole cleaning; and S10, pouring concrete. The method greatly reduces the cost, can ensure the personal safety of constructors, effectively improves the quality and the integrity of the pile foundation and improves the construction efficiency. The invention is mainly applied to the construction aspect of the manual hole digging cast-in-place pile in the karst area.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a manual hole digging and filling pile in a karst area.
Background
In the karst area of China, special geological problems are generally encountered in engineering construction, for example; karst caves, rivers, silt, and formation subsidence, etc. These geological problems, if not handled properly, can adversely affect the construction of the project and, in the extreme, jeopardize the normal use of the building.
A construction scheme of a specific karst area hollowed cast-in-place pile is adopted according to the characteristics of high-rise buildings, ocean-building site properties, foundation complexity, soil layer types and properties and upper buildings in the karst area.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides a construction method for manually digging a hole and pouring a pile in a karst area. The construction method is convenient and safe in process operation and low in cost, greatly reduces the cost of the steel casing compared with the traditional construction, can ensure the personal safety of constructors, improves the forming quality of the pile foundation, avoids pile breakage, and effectively ensures the integrity of the pile foundation.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
a construction method for manually digging a hole and pouring a pile in a karst area comprises the following steps:
s1, positioning a square line;
s2, building a well ring;
s3, installing equipment in place;
s4, excavating the earth part;
s5, constructing a concrete retaining wall;
s6, processing complex geological conditions of karst areas;
s7, arranging an expansion head at the bottom of the hole;
s8, checking and accepting the pile foundation trench;
s9, pile hole cleaning;
and S10, pouring concrete.
In step S3, after the well completion circle is built, a vertical transportation frame should be erected, an electric hoist or a winch is installed, and a bucket, a movable cover plate and a water pump are installed: the support is a steel pipe hanger, and is required to be stably and firmly erected, and a safety ladder stand is arranged in each pile hole.
In the step S5, when the pile hole is dug to 1m deep, if the geology is poor, such as a soil layer part, the construction of the hole digging pile adopts a step of digging one section, namely pouring one section of concrete dado; the retaining wall template is assembled by adopting frustum-shaped steel moulds, the template keels are connected by steel bars, the upper part and the lower part of the template keel are respectively provided with an annular support, and the middle part of the template keel is provided with two supports; after a wall protection reinforcement distribution diagram is designed, the reinforcement is prepared, the reinforcement is arranged, and when the transverse reinforcement adopts round steel, the straight section of the hook is not less than 10 d.
The grade of the concrete retaining wall is C30, pouring is carried out once every time 1m is dug downwards, the formwork is removed after 48 hours, and the lower-section retaining wall is constructed after the formwork is removed.
The steel pipe water drainage holes with the diameter of 20mm are embedded in the protecting walls of permeable layers such as soft soil layers, 2 steel pipe water drainage holes are formed in each protecting wall, the protecting walls are uniformly distributed on the protecting walls, and pipe orifices at one end close to the soil layers are wrapped by water filtration materials, so that soil particles are prevented from flowing out of the pipeline to form cavities, and pile holes and construction safety are prevented from being affected.
In the step S6, when the side wall of the hole in the manual pile construction meets water cavern and sludge cavern, the cavern opening is chiseled as a bell mouth as much as possible, the surrounding ballast is cleaned up, the underground water at the hole bottom is pumped out, the water depth is not more than 30cm, C20 concrete with slump greater than 200 is poured into the hole pile, the one-time pouring depth is about 2m higher than the cavern opening, the concrete enters and exits the cavern through the dead weight pressure, then whether the elevation of the top surface of the concrete is reduced or not is observed, if the concrete is rapidly reduced, the concrete is poured continuously, if the concrete is slowly reduced, the concrete pouring frequency is reduced, the pouring is repeated until the height of the top surface of the concrete is unchanged, so that the cavern is filled with concrete fully, and the water milling drilling mode is continued to excavate after the concrete is finally solidified.
In the step S6, when a large amount of silt or quicksand is encountered at the bottom of a hole during manual pile digging construction, and the silt or quicksand layer is larger than 1m, and the manual digging amount is smaller than the return flow amount, digging should be stopped immediately, the hole pile is backfilled with C20 concrete and back-pressed, the concrete pouring depth should be larger than 2 times of the depth of the silt or quicksand layer, and digging is continued by using a water abrasive drilling mode after the concrete is finally set, and the process is repeated for many times until rock is found.
In the step S7, the diameter of the enlarged head is 500 to 600mm larger than the pile diameter, the bottom of the hole is dug to be a pot bottom shape, and a single-layer bidirectional reinforcing mesh is arranged.
In the step S8, after the hole bottom is dug to complete rocks and the drill rod at the hole bottom meets the rock of 5m, the rock is jointly checked and accepted by five parties of land exploration, design, supervision, construction and construction.
In the step S10, when the hole pile bearing layer is qualified, the hole pile can be filled with concrete, but when water accumulated in the hole is deep in the time period of placing the reinforcing steel bar hole, the concrete is poured by adopting a method of pouring concrete under water by using a guide pipe, so that the common quality problem of slag inclusion holes of the pile body is avoided.
Compared with the prior art, the invention has the beneficial effects that:
the construction method of the invention has the advantages of convenient and safe process operation and low cost. The method has the advantages that the karst cave mouth chisel is adopted as the bell mouth, concrete is backfilled and is reversely pressed, the water yield is reduced, the reinforced concrete retaining wall is arranged, and the like, compared with the traditional construction method, the cost of the steel retaining cylinder is greatly reduced, the personal safety of constructors can be ensured, and the quality and the integrity of the pile foundation are effectively improved. The cast-in-place pile is cast by adopting the guide pipe, so that the forming quality of the pile foundation is effectively improved, the occurrence of pile breakage is avoided, and the integrity of the pile foundation is effectively ensured. The invention realizes the purposes of saving materials, saving resources, reducing cost and accelerating construction progress.
Detailed Description
In order that the above objects, features and advantages of the present invention may be more clearly understood, the present invention will be described in further detail with reference to specific embodiments. It should be noted that the embodiments and features of the embodiments of the present application may be combined with each other without conflict.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, however, the present invention may be practiced otherwise than as specifically described and thus the scope of the present invention is not limited by the specific embodiments disclosed below.
A construction method for manually digging a cast-in-place pile in a karst area comprises the following steps:
s1, positioning a square line;
s2, building a well circle;
s3, installing equipment in place;
s4, excavating the earth part;
s5, constructing a concrete retaining wall;
s6, processing complex geological conditions of karst areas;
s7, arranging an expansion head at the bottom of the hole;
s8, checking and accepting the pile foundation trench;
s9, pile hole cleaning;
and S10, pouring concrete.
Preferably, in step S3, after the well completion circle is built, a vertical transportation frame should be erected, an electric hoist or a winch should be installed, and a bucket, a removable cover plate, and a water pump should be installed: the support is a steel pipe hanger, and is required to be stably and firmly erected, and a safety ladder stand is arranged in each pile hole.
Preferably, in step S5, when the pile hole is dug to 1m deep, if the geology is poor, such as a soil layer part, the hole digging pile construction adopts a step of digging a section, i.e. pouring a section of concrete retaining wall; the depth of each section is 1m, the thickness of the retaining wall is 150-120 mm (the thickness of the retaining wall is not counted into the diameter of the pile), and the upper section and the lower section are lapped for 50 mm. The retaining wall template is assembled by adopting a circular truncated cone shaped steel mould, the template keels are connected by steel bars, an annular support is respectively arranged at the upper part and the lower part, and two supports are arranged in the middle; the diameter of the upper opening of the template is increased by 75mm according to the designed pile diameter and the diameter of the lower opening. After a wall protection reinforcement distribution diagram is designed, the reinforcement is prepared, the reinforcement is arranged, and when the transverse reinforcement adopts round steel, the straight section of the hook is not less than 10 d. Pile dado reinforcing bar all adopts the field installation, and every pile dado reinforcing bar level and vertical reinforcing bar overlap joint length are not less than Lae and are not less than 300mm, and the unloading of the longitudinal reinforcement of upper segment dado is with extension 300 mm.
Preferably, the concrete retaining wall is C30 in grade, pouring is carried out once every 1m of concrete is dug, the formwork is removed after 48 hours, and the lower retaining wall is constructed after the formwork is removed. Before concrete pouring, the verticality of the template, the specification, the spacing, the lap joint length and the like need to be checked.
Preferably, steel pipe drainage holes with the diameter of phi 20mm are embedded in the protecting walls of permeable layers such as soft soil layers, 2 steel pipe drainage holes are formed in each protecting wall and are uniformly distributed on the protecting walls, and pipe orifices at one end close to the soil layers are wrapped by water filtering materials, so that soil particles are prevented from flowing out of the pipeline to form cavities, and pile holes and construction safety are prevented from being affected. And repeating the above steps until the depth of the designed bearing stratum is reached.
Preferably, in step S6, when the side wall of the hole in the manual pile construction meets water cavern and sludge cavern, the cavern opening is dug as a bell mouth as much as possible, the surrounding ballast is cleaned, the underground water at the bottom of the hole is pumped out, the water depth is not more than 30cm, C20 concrete with slump greater than 200 is poured into the hole pile, the depth of one pouring is about 2m higher than the cavern opening, the concrete enters and exits the cavern through self-weight pressure, then whether the elevation of the top surface of the concrete is reduced or not is observed, if the concrete is reduced rapidly, the concrete is poured continuously, if the concrete is reduced slowly, the concrete pouring frequency is reduced, the pouring is repeated until the height of the top surface of the concrete is unchanged, so that the cavern is filled with concrete sufficiently, and after the concrete is finally solidified, the hole is excavated by a water milling drilling mode.
Preferably, in step S6, when a large amount of silt or quicksand is encountered at the bottom of a hole during manual pile digging construction, and the silt or quicksand layer is larger than 1m, the digging should be stopped immediately when the manual digging amount is smaller than the re-flow amount, the hole pile is backfilled with C20 concrete and pressed back, the concrete pouring depth should be larger than 2 times of the depth of the silt or quicksand layer, and after the concrete is finally set, the digging is continued by using a water mill drilling method, and the digging is repeated for many times until the rock is found.
Preferably, for improving pile foundation bearing capacity and stability, increase the enlarged head to the pile foundation hole bottom of key position, effectively increase basement lifting surface. In step S7, the diameter of the enlarged head is 500-600 mm larger than the pile diameter, the bottom of the hole is dug to be a pan bottom shape, and a single-layer bidirectional reinforcing mesh is arranged.
Preferably, in step S8, after the hole bottom is excavated to complete rock and the drill rod at the hole bottom meets 5m rock, the five parties of prospecting, designing, supervising, building and construction are jointly checked and accepted. After the acceptance is qualified and the signature is carried out, the next procedure can be carried out. After the inspection and acceptance are qualified, mud and stones in holes and hole walls are carefully cleaned, and the holes are covered after the inspection is qualified, so that sundries are prevented from falling into the holes and the safety of personnel is guaranteed.
Preferably, in step S10, after the hole pile bearing layer is qualified, the hole pile may be filled with concrete, but when water accumulated in the hole is deep in the time period of placing the reinforcing steel bar hole, the concrete is poured by using a guide pipe underwater pouring method, so as to avoid the common quality problem of the slag inclusion hole of the pile body.
Although only the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and all changes are encompassed in the scope of the present invention.
Claims (10)
1. A construction method for manually digging a cast-in-place pile in a karst area is characterized by comprising the following steps:
s1, positioning a square line;
s2, building a well ring;
s3, installing equipment in place;
s4, excavating the earth part;
s5, constructing a concrete retaining wall;
s6, processing complex geological conditions of karst areas;
s7, arranging an expansion head at the bottom of the hole;
s8, checking and accepting the pile foundation trench;
s9, pile hole cleaning;
and S10, pouring concrete.
2. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in step S3, after the well completion circle is built, a vertical transportation frame should be erected, an electric hoist or a winch is installed, and a bucket, a movable cover plate and a water pump are installed: the support is a steel pipe hanger, and is required to be stably and firmly erected, and a safety ladder stand is arranged in each pile hole.
3. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S5, when the pile hole is dug to 1m deep, if the geology is poor, such as a soil layer part, the construction of the hole digging pile adopts a step of digging one section, namely pouring one section of concrete dado; the retaining wall template is assembled by adopting a circular truncated cone shaped steel mould, the template keels are connected by steel bars, an annular support is respectively arranged at the upper part and the lower part, and two supports are arranged in the middle; after a retaining wall reinforcement arrangement diagram is designed, the reinforcements are mixed and arranged, the reinforcements are manufactured, and when the transverse reinforcements are round steels, the straight sections of the hooks are not less than 10 d.
4. The construction method of the manual hole digging and filling pile in the karst area according to the claim 3, characterized in that: the concrete dado grade is C30, pouring is carried out once every 1m of concrete dado is dug, the formwork is removed after 48 hours, and the lower section dado is constructed after the formwork is removed.
5. The construction method of the manual hole digging and filling pile in the karst area according to claim 4, characterized in that: the method is characterized in that steel pipe drainage holes with the diameter of 20mm are embedded in the protecting walls of permeable layers such as loose and soft soil layers, 2 steel pipe drainage holes are formed in each protecting wall, the steel pipe drainage holes are uniformly distributed on the protecting walls, and pipe orifices close to the soil layers are wrapped by water filtering materials, so that soil particles are prevented from flowing out of the pipeline to form cavities, and pile holes and construction safety are prevented from being influenced.
6. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S6, when the side wall of the hole in the manual pile construction meets water cavern and sludge cavern, the cavern opening is chiseled as a bell mouth as much as possible, the surrounding ballast is cleaned up, the underground water at the hole bottom is pumped out, the water depth is not more than 30cm, C20 concrete with slump greater than 200 is poured into the hole pile, the one-time pouring depth is about 2m higher than the cavern opening, the concrete enters and exits the cavern through the dead weight pressure, then whether the elevation of the top surface of the concrete is reduced or not is observed, if the concrete is rapidly reduced, the concrete is poured continuously, if the concrete is slowly reduced, the concrete pouring frequency is reduced, the pouring is repeated until the height of the top surface of the concrete is unchanged, so that the cavern is filled with concrete fully, and the water milling drilling mode is continued to excavate after the concrete is finally solidified.
7. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S6, when a large amount of silt or quicksand is encountered at the bottom of a hole during manual pile digging construction, and the silt or quicksand layer is larger than 1m, and the manual digging amount is smaller than the return flow amount, digging should be stopped immediately, the hole pile is backfilled with C20 concrete and back-pressed, the concrete pouring depth should be larger than 2 times of the depth of the silt or quicksand layer, and digging is continued by using a water abrasive drilling mode after the concrete is finally set, and the process is repeated for many times until rock is found.
8. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S7, the diameter of the enlarged head is 500 to 600mm larger than the pile diameter, the bottom of the hole is dug to be a pot bottom shape, and a single-layer bidirectional reinforcing mesh is arranged.
9. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S8, after the hole bottom is dug to complete rocks and the drill rod at the hole bottom meets the rock of 5m, the five parties of land survey, design, supervision, construction and construction are jointly checked and accepted.
10. The construction method of the manual hole digging and filling pile in the karst area according to claim 1, characterized in that: in the step S10, when the hole pile bearing layer is qualified, the hole pile can be filled with concrete, but when water accumulated in the hole is deep in the time period of placing the reinforcing steel bar hole, the concrete is poured by adopting a method of pouring concrete under water by using a guide pipe, so that the common quality problem of slag inclusion holes of the pile body is avoided.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210681149.5A CN114991128A (en) | 2022-06-16 | 2022-06-16 | Construction method for manually digging hole and filling pile in karst area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210681149.5A CN114991128A (en) | 2022-06-16 | 2022-06-16 | Construction method for manually digging hole and filling pile in karst area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114991128A true CN114991128A (en) | 2022-09-02 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210681149.5A Pending CN114991128A (en) | 2022-06-16 | 2022-06-16 | Construction method for manually digging hole and filling pile in karst area |
Country Status (1)
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| CN (1) | CN114991128A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101298769A (en) * | 2008-06-19 | 2008-11-05 | 浙江省建工集团有限责任公司 | Pile concrete filling method aiming at karst cave area |
| CN101691751A (en) * | 2009-08-31 | 2010-04-07 | 中建三局第三建设工程有限责任公司 | Construction method for making ultra-long artificial excavating pile penetrate cave and ultra-long pile penetrating cave |
| CN102953373A (en) * | 2012-11-23 | 2013-03-06 | 中冶集团武汉勘察研究院有限公司 | Construction method for manual digging filling pile under quick sand condition |
| CN113216832A (en) * | 2021-04-09 | 2021-08-06 | 中铁六局集团有限公司 | Water-mill drilling construction method for pile hole in karst area |
-
2022
- 2022-06-16 CN CN202210681149.5A patent/CN114991128A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101298769A (en) * | 2008-06-19 | 2008-11-05 | 浙江省建工集团有限责任公司 | Pile concrete filling method aiming at karst cave area |
| CN101691751A (en) * | 2009-08-31 | 2010-04-07 | 中建三局第三建设工程有限责任公司 | Construction method for making ultra-long artificial excavating pile penetrate cave and ultra-long pile penetrating cave |
| CN102953373A (en) * | 2012-11-23 | 2013-03-06 | 中冶集团武汉勘察研究院有限公司 | Construction method for manual digging filling pile under quick sand condition |
| CN113216832A (en) * | 2021-04-09 | 2021-08-06 | 中铁六局集团有限公司 | Water-mill drilling construction method for pile hole in karst area |
Non-Patent Citations (2)
| Title |
|---|
| 李荣健: "《基础工程施工》", 29 February 2016, 天津大学出版社, pages: 167 - 168 * |
| 黄琳: "复杂地质条件下人工挖孔桩施工技术处理措施及其应用", Retrieved from the Internet <URL:https://wenku.baidu.com.view/09751f0c86254b35eefdc8d376eeaeaad0f31609?fr=xueshu&_wkts_=1711347459643> * |
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