CN112627199A - Construction method for foundation pit support of cyclone well - Google Patents
Construction method for foundation pit support of cyclone well Download PDFInfo
- Publication number
- CN112627199A CN112627199A CN202011389313.2A CN202011389313A CN112627199A CN 112627199 A CN112627199 A CN 112627199A CN 202011389313 A CN202011389313 A CN 202011389313A CN 112627199 A CN112627199 A CN 112627199A
- Authority
- CN
- China
- Prior art keywords
- construction
- well
- hole
- layer
- rock
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 66
- 239000011435 rock Substances 0.000 claims abstract description 78
- 239000002689 soil Substances 0.000 claims abstract description 30
- 239000004567 concrete Substances 0.000 claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 239000011083 cement mortar Substances 0.000 claims description 7
- 239000007921 spray Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 2
- 239000010959 steel Substances 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 238000005422 blasting Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002893 slag Substances 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
- E02D17/06—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
- 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
- E02D17/083—Shoring struts
-
- 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
- E02D19/10—Restraining of underground water by lowering level of ground 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
- E02D5/74—Means for anchoring structural elements or bulkheads
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Earth Drilling (AREA)
Abstract
The invention provides a swirl well foundation pit supporting construction method which is suitable for geological environments with a mud layer, a completely weathered rock, a strongly weathered rock and a medium weathered rock sequentially from top to bottom, has low construction risk and small influence on the surrounding environment, and belongs to the technical field of supporting construction. A construction method for foundation pit support of a cyclone well comprises the following steps of firstly, supporting and dewatering construction, and secondly: constructing a soil layer wellbore, and step three: and fourthly, constructing a rock layer well hole, pouring a bottom plate, and constructing the outer cylinder and the inner cylinder structure section by section from bottom to top. The invention reduces the influence on the surrounding environment and has the characteristics of low construction cost and high construction speed.
Description
Technical Field
The invention belongs to the technical field of support construction, and particularly relates to a foundation pit support construction method for a cyclone well.
Background
Along with the rapid development of the metallurgical industry, the swirl well is applied more and more, and the requirements on construction quality, safety and construction period are higher and higher. Conventional and traditional methods for constructing cyclone wells include large excavation, open caisson, underground diaphragm wall or reverse construction. The earthwork large excavation method is characterized in that foundation pit construction can also adopt a mode of full slope-releasing large excavation, but a foundation pit of the cyclone well is deep and large in diameter, and surrounding plants and buildings are not allowed to be subjected to full large excavation construction. The open caisson method is characterized in that the open caisson can not sink when hard rock layers are in the ground. The underground continuous wall method is suitable for the scheme in the general region with soft underground soil texture, and is particularly suitable for the construction of mucky soil layers in coastal regions, but the underground of the region is also limited by hard underground rock layers, and grooves cannot be formed at rock layers. In some areas with soft soil and without rock stratum, the rotational flow well deep foundation pit can be constructed by a full reverse construction method of row pile support and high-pressure jet grouting water-stop curtain support, but when the underground has hard rock stratum distribution, the cast-in-place pile can not drill to the position below the base. Therefore, the methods are not suitable for construction in geological environments with a mud layer, fully weathered rock, strongly weathered rock and moderately weathered rock from top to bottom. Because the underground weathered rock stratum is hard, a blasting excavation mode with strong vibration is generally adopted, the construction risk of the blasting excavation mode is high, and the influence on the surrounding environment is large.
Disclosure of Invention
The invention aims to solve the technical problem of providing a foundation pit supporting construction method of a cyclone well, which is suitable for geological environments of a mud layer, a completely weathered rock, a strongly weathered rock and a medium weathered rock sequentially from top to bottom, has low construction risk and small influence on the surrounding environment.
The technical scheme adopted by the invention for solving the technical problems is as follows: a foundation pit supporting construction method of a cyclone well is constructed in a geological environment with a mud layer, a completely weathered rock stratum, a strongly weathered rock stratum and a medium weathered rock stratum sequentially from top to bottom, and comprises the following steps:
step one, supporting and dewatering construction: constructing support piles along the periphery of the construction position of the well hole of the rotational flow well, uniformly distributing the support piles, adopting reinforced concrete cast-in-place piles to form the support piles, enabling the lower ends of the support piles to enter the middle fluidized rock layer to a certain depth, distributing pipe wells along the periphery of the construction position of the well hole of the rotational flow well after the construction of the support piles is completed, and excavating an earthwork construction crown beam while dewatering;
step two: constructing a soil layer section well hole: after the construction of the crown beam is finished, excavating a well hole to a rock stratum, arranging a soil nail on the excavated hole wall, hammering the soil layer, hanging a steel bar mesh on the hole wall to spray concrete, arranging a first enclosing purlin on the supporting pile, and arranging a grouting anchor rod connected with the soil layer on the first enclosing purlin;
step three: rock interval well bore construction: after the wall hanging reinforcing mesh of the section hole of the mud layer is sprayed with concrete, continuously digging the well hole downwards to a required depth in a mode of adopting a rock drill and a rock crusher to work together, spraying concrete on the wall hanging reinforcing mesh of the section hole of the completely weathered rock layer, performing cement mortar spraying construction on the hole wall of the section hole of the strongly weathered rock layer and the hole wall of the section hole of the middle weathered rock layer, arranging a second surrounding purlin connected with a support pile in the section hole of the middle weathered rock layer, and arranging a grouting anchor rod connected with the section hole of the middle weathered rock layer on the second surrounding purlin;
and step four, pouring a bottom plate, and constructing the outer cylinder structure and the inner cylinder structure section by section from bottom to top.
Furthermore, the thickness of the concrete sprayed by hanging the reinforcing mesh is 50-100 mm.
Furthermore, the thickness of the sprayed cement mortar is 50-100 mm.
Furthermore, when the grouting anchor rod conducts grouting, the grouting pressure is 0.4-0.6 Mpa, and after cement slurry overflows from the orifice, the grouting pressure is 1-2 Mpa.
And further, in the second step, the construction of the soil layer well hole is carried out by firstly adopting two excavators to excavate soil in a relay mode, building a ramp, loading the ramp and transporting the ramp to the position of 5 meters, and then adopting 1 excavator to excavate soil, loading the soil and 1 tower to hoist and transport the soil to the rock layer.
Further, the depth of the lower end of the support pile entering the weathered rock is more than 2 meters.
The invention has the beneficial effects that: the invention firstly forms holes on the earth layer well hole, and carries out concrete spraying simple treatment on the hole wall after forming the holes by hanging the reinforcing mesh, then continues to construct the rock layer well hole, and finally carries out construction of the inner barrel and the outer barrel, the pause time of the middle construction is short, meanwhile, the rock drill and the rock crusher work together for the weathered rock with the hardness less than that of the hard rock layer, the vibration is small, the influence on the surrounding environment is reduced, and the invention has the characteristics of low construction cost and high construction speed.
Drawings
FIG. 1 is a schematic view of the treatment of the wall of a foundation pit of a cyclone well according to the invention;
FIG. 2 is a schematic structural view of a foundation pit support of the cyclone well of the present invention;
shown in the figure: the device comprises a mud layer 1, a rock layer 2, an outer cylinder 3, an inner cylinder 4, a support pile 5, a pipe well 6, a first purlin 7, a grouting anchor rod 8, a crown beam 9, a well hole 10 along a rotational flow well, a bottom plate 11, concrete 12, cement mortar 13, a second purlin 14, a completely weathered rock layer 21, a strongly weathered rock layer 22 and a medium weathered rock layer 23.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
As shown in fig. 1 and 2, the construction method for the foundation pit support of the cyclone well is characterized by comprising the following steps of:
step one, supporting and dewatering construction: constructing support piles 5 around the construction position of the rotational flow well hole 10, uniformly arranging the support piles 5, adopting reinforced concrete cast-in-place piles to form the support piles 5, adopting impact drilling to form holes in pile holes, and supporting pile diameter
Evenly arranged at equal intervals to avoid a slag flushing ditch, the lower end of the support pile 5 enters the weathered rock stratum 23 for a certain depth to ensure the stability, and after the construction of the support pile 5 is finished, the support pile is constructed at four construction positions along the rotational flow well hole 10Arranging pipe wells 6 on the periphery, and excavating an earthwork construction crown beam 9 while dewatering;
step two: constructing a soil layer section well hole: after the construction of the crown beam 9 is completed, excavating a well hole to the depth of the rock stratum 2, arranging soil nails on the excavated hole wall, hammering the soil layer, hanging a mesh reinforcement on the hole wall to spray concrete 12, arranging a first surrounding purlin 7 on the supporting pile, arranging grouting anchor rods 8 connected with the soil layer 1 on the first surrounding purlin 7, and adopting phi 25@2500 for the grouting anchor rods 8, wherein the length of each grouting anchor rod is 2.5 meters;
step three: rock interval well bore construction: after the wall hanging reinforcing mesh of the section hole of the shale bed is sprayed with concrete, the well hole is continuously dug downwards to the required depth (the design depth of the cyclone well) in a mode of adopting a rock drill and a rock crusher to work together, the wall hanging reinforcing mesh of the section hole of the completely weathered rock bed is sprayed with concrete 12, the wall of the hole wall of the section hole of the strongly weathered rock bed and the wall of the hole wall of the middle weathered rock bed are sprayed with cement mortar 13, a second surrounding purlin 14 connected with a supporting pile is arranged in the middle weathered rock bed, a grouting anchor rod 8 connected with a middle weathered rock bed 23 is arranged on the second surrounding purlin 14, the grouting anchor rod 8 also adopts phi 25@2500, and the length of each grouting anchor rod is 2.5 meters;
and step four, pouring the bottom plate 11, and constructing the structures of the outer cylinder 3 and the inner cylinder 4 section by section from bottom to top.
In the second step, the construction of the soil layer wellbore can be carried out by excavating holes in sections and hanging reinforcing mesh in sections to spray concrete, namely, after excavating a certain depth, firstly hanging reinforcing mesh on the hole-forming wall to spray concrete, and then continuing to excavate downwards, or naturally excavating holes to a rock layer and then hanging reinforcing mesh to spray concrete at one time, which is specifically determined according to the degree of easy collapse of the soil layer; as a rule of thumb, the depth of the lower end of the support pile 5 into the medium-stroke rock formation 23 typically requires more than 2 metres.
The invention firstly forms holes on the earth layer well hole, and carries out concrete spraying simple treatment on the hole wall after forming the holes by hanging the reinforcing mesh, then continues to construct the rock layer well hole, and finally carries out construction of the inner barrel and the outer barrel, the pause time of the middle construction is short, meanwhile, the rock drill and the rock crusher work together for the weathered rock with the hardness less than that of the hard rock layer, the vibration is small, the influence on the surrounding environment is reduced, and the invention has the characteristics of low construction cost and high construction speed.
In the embodiment of the invention, the thickness of the concrete 12 sprayed by the net is 50-100 mm, the thickness can ensure the stability of the hole walls of the soil layer section and the hole walls of the completely weathered rock layer section during hole digging construction of the strongly weathered rock layer section and the completely weathered rock layer section, and the material can be saved to the maximum extent. In the embodiment of the invention, the thickness of the sprayed cement mortar 13 is 50-100 mm, so that the stability of the strongly weathered rock stratum section and the moderately weathered rock stratum section is ensured.
When the grouting anchor rod performs grouting, the grouting pressure is 0.4-0.6 Mpa, and after cement slurry overflows from the orifice, the grouting pressure is 1-2 Mpa so as to ensure the connection quality of the anchor rod.
In order to improve the hole digging efficiency, in the second step of the invention, the construction of the soil layer well hole is firstly carried out to the position of 5 meters by adopting two excavators to dig the soil in a relay manner, building a ramp, loading the slope and transporting the slope outward, and then the soil is dug and loaded by adopting 1 excavator, and 1 tower is lifted and transported to the rock layer.
Claims (6)
1. A foundation pit supporting construction method of a cyclone well is constructed in a geological environment comprising a mud layer, a completely weathered rock stratum, a strongly weathered rock stratum and a medium weathered rock stratum from top to bottom in sequence, and is characterized by comprising the following steps of:
step one, supporting and dewatering construction: constructing support piles along the periphery of the construction position of the well hole of the rotational flow well, uniformly distributing the support piles, adopting reinforced concrete cast-in-place piles to form the support piles, enabling the lower ends of the support piles to enter the middle fluidized rock layer to a certain depth, distributing pipe wells along the periphery of the construction position of the well hole of the rotational flow well after the construction of the support piles is completed, and excavating an earthwork construction crown beam while dewatering;
step two: constructing a soil layer section well hole: after the construction of the crown beam is finished, excavating a well hole to a rock stratum, arranging a soil nail on the excavated hole wall, hammering the soil layer, hanging a steel bar mesh on the hole wall to spray concrete, arranging a first enclosing purlin on the supporting pile, and arranging a grouting anchor rod connected with the soil layer on the first enclosing purlin;
step three: rock interval well bore construction: after the wall hanging reinforcing mesh of the section hole of the mud layer is sprayed with concrete, continuously digging the well hole downwards to a required depth in a mode of adopting a rock drill and a rock crusher to work together, spraying concrete on the wall hanging reinforcing mesh of the section hole of the completely weathered rock layer, performing cement mortar spraying construction on the hole wall of the section hole of the strongly weathered rock layer and the hole wall of the section hole of the middle weathered rock layer, arranging a second surrounding purlin connected with a support pile in the section hole of the middle weathered rock layer, and arranging a grouting anchor rod connected with the section hole of the middle weathered rock layer on the second surrounding purlin;
and step four, pouring a bottom plate, and constructing the outer cylinder structure and the inner cylinder structure section by section from bottom to top.
2. The construction method for foundation pit support of cyclone well as claimed in claim 1, wherein the thickness of concrete sprayed by hanging reinforcing mesh is 50-100 mm.
3. The construction method for the foundation pit support of the cyclone well as claimed in claim 1, wherein the thickness of the cement mortar sprayed is 50-100 mm.
4. The foundation pit supporting construction method of the cyclone well as claimed in claim 1, wherein the grouting pressure is 0.4Mpa-0.6Mpa when the grouting anchor rod is grouted, and is 1Mpa-2Mpa when the cement slurry overflows from the orifice.
5. The foundation pit supporting construction method of the cyclone well according to claim 1, wherein in the second step, the soil layer borehole construction is firstly carried out by two excavators to excavate soil in a relay mode, a ramp is built, a truck is loaded and transported outwards to reach a position of 5 meters, and then the soil is excavated and loaded by 1 excavator, and the rock layer is excavated by 1 tower in a hoisting and unearthing mode.
6. The construction method for the foundation pit support of the cyclone well as claimed in claim 1, wherein the depth of the lower end of the supporting pile entering the weathered rock is more than 2 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011389313.2A CN112627199A (en) | 2020-12-02 | 2020-12-02 | Construction method for foundation pit support of cyclone well |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011389313.2A CN112627199A (en) | 2020-12-02 | 2020-12-02 | Construction method for foundation pit support of cyclone well |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112627199A true CN112627199A (en) | 2021-04-09 |
Family
ID=75307321
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011389313.2A Pending CN112627199A (en) | 2020-12-02 | 2020-12-02 | Construction method for foundation pit support of cyclone well |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112627199A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113090272A (en) * | 2021-04-26 | 2021-07-09 | 中国恩菲工程技术有限公司 | Deep shaft and partition supporting method thereof |
| CN115059096A (en) * | 2022-03-30 | 2022-09-16 | 上海二十冶建设有限公司 | Construction method of shale geology adjacent to rotational flow pool of existing factory building |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102635119A (en) * | 2012-04-24 | 2012-08-15 | 天津二十冶建设有限公司 | Supporting method for construction of swirl well |
| CN202969392U (en) * | 2012-12-06 | 2013-06-05 | 中铁四局集团有限公司 | Combined support for complex geological 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 |
-
2020
- 2020-12-02 CN CN202011389313.2A patent/CN112627199A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102330436A (en) * | 2011-07-05 | 2012-01-25 | 中冶天工上海十三冶建设有限公司 | Composite retaining structure and composite retaining method for half geotechnical layer ultradeep round spiral flow tank |
| CN102635119A (en) * | 2012-04-24 | 2012-08-15 | 天津二十冶建设有限公司 | Supporting method for construction of swirl well |
| CN202969392U (en) * | 2012-12-06 | 2013-06-05 | 中铁四局集团有限公司 | Combined support for complex geological 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 |
Non-Patent Citations (2)
| Title |
|---|
| 张荣富: "深基坑开挖边坡加固中喷锚支护技术的应用", 《福建建材》 * |
| 武汉市建设工程造价管理站编: "《武汉市建设工程施工工期定额》", 28 February 2013, 武汉出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113090272A (en) * | 2021-04-26 | 2021-07-09 | 中国恩菲工程技术有限公司 | Deep shaft and partition supporting method thereof |
| CN115059096A (en) * | 2022-03-30 | 2022-09-16 | 上海二十冶建设有限公司 | Construction method of shale geology adjacent to rotational flow pool of existing factory building |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN1657711A (en) | Rotary spray anchoring pile construction process | |
| CN105714834B (en) | A kind of construction technology of hardpan preexisting hole grouting behind shaft or drift lining H profile steel stake | |
| CN210104758U (en) | Foundation pit supporting system of soil nail bored concrete pile anchor cable combination | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN113431490B (en) | Large-diameter tubular pile construction equipment and method for karst area | |
| CN112627199A (en) | Construction method for foundation pit support of cyclone well | |
| CN102660955A (en) | Quick construction method for foundation pit slope support | |
| CN112761076A (en) | Lock catch steel pipe pile cofferdam applied to water level change condition and construction method | |
| CN111501781A (en) | Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles | |
| US7025537B2 (en) | Subterranean structures and methods for constructing subterranean structures | |
| CN101793032A (en) | Construction method of deep foundation ditch on small place | |
| CN102268877A (en) | Construction method for great-depth or large-diameter mechanical expanding caisson pile | |
| CN115717397A (en) | Larsen steel sheet pile and prestressed anchor cable combined supporting construction method | |
| CN210857242U (en) | Side slope anti-skidding supporting construction | |
| CN112942399A (en) | Open caisson mechanical construction device and method for penetrating rock stratum | |
| CN112459079A (en) | Construction method for buried pipe foundation of high-corrosion stratum | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN111663538A (en) | Construction method for deep foundation pit miniature steel pipe pile support in complex geology of clearance limited area | |
| Mangushev et al. | Construction of deep foundation ditch under a reconstructed multi-storey building on the main avenue of St. Petersburg | |
| CN106049516A (en) | Corrugated steel cofferdam hollow digging pile and manufacturing technique thereof | |
| CN100593052C (en) | Open cut foundation pit supporting and protecting method | |
| CN214423184U (en) | Be applied to hasp steel-pipe pile cofferdam under water level variation condition | |
| CN218204422U (en) | Foundation pit supporting structure of PRC tubular pile and prestressed anchorage cable combination | |
| CN221299157U (en) | Deep well under bedrock condition |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210409 |
|
| RJ01 | Rejection of invention patent application after publication |