CN113802602A - Embedded anchoring-buttress combined retaining wall structure and construction method - Google Patents
Embedded anchoring-buttress combined retaining wall structure and construction method Download PDFInfo
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- CN113802602A CN113802602A CN202110940278.7A CN202110940278A CN113802602A CN 113802602 A CN113802602 A CN 113802602A CN 202110940278 A CN202110940278 A CN 202110940278A CN 113802602 A CN113802602 A CN 113802602A
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 238000004873 anchoring Methods 0.000 claims abstract description 42
- 239000002689 soil Substances 0.000 claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 33
- 239000010959 steel Substances 0.000 claims abstract description 33
- 239000011083 cement mortar Substances 0.000 claims abstract description 9
- 238000005260 corrosion Methods 0.000 claims description 24
- 239000003973 paint Substances 0.000 claims description 8
- 239000004519 grease Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 4
- 238000000034 method Methods 0.000 description 19
- 238000005553 drilling Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 230000007797 corrosion Effects 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 239000003381 stabilizer Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 235000014121 butter Nutrition 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012613 in situ experiment Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 229920000915 polyvinyl chloride Polymers 0.000 description 1
- 239000004800 polyvinyl chloride Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
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- Engineering & Computer Science (AREA)
- Environmental & Geological 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)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
预埋式锚拉‑扶壁式联合挡土墙结构及建造方法，属于岩土工程技术领域，扶壁式挡土墙内侧有多个并列倾斜的扶壁。扶壁式挡土墙的立面上有预留锚索孔，其内侧为回填碎石土层。回填碎石土层开有槽体，槽体包括锚索自由槽、锚索锚固槽和扩大头槽。锚索内端在锚索锚固槽内和扩大头槽内通过浇筑水泥砂浆形成锚索锚固段和扩大头。锚索外端的多束钢绞线穿过锚索自由槽，通过预留锚索孔和锚头固定。锚索自由段和锚索锚固段中的多束钢绞线由多个对中支架支撑在槽体内。本发明还提供建造方法。预应力锚拉技术与传统扶壁式挡墙联合工作解决了高扶壁式挡墙单独工作稳定性差、尺寸大和造价高等问题。施工耗时短，工程成本低，质量好。
The invention discloses a structure and a construction method of a pre-buried anchor-pull-buttress-type combined retaining wall, belonging to the technical field of geotechnical engineering. There are reserved anchor cable holes on the elevation of the buttressed retaining wall, and the inner side is backfilled with gravel soil. The backfill gravel soil layer is provided with a groove body, and the groove body includes an anchor cable free groove, an anchor cable anchor groove and an enlarged head groove. The inner end of the anchor cable is formed by pouring cement mortar in the anchor cable anchoring groove and the enlarged head groove to form the anchor cable anchoring section and the enlarged head. Multiple bundles of steel strands at the outer end of the anchor cable pass through the free groove of the anchor cable, and are fixed through the reserved anchor cable holes and anchor heads. The multiple bundles of steel strands in the free section of the anchor cable and the anchored section of the anchor cable are supported in the tank body by a plurality of centering brackets. The present invention also provides construction methods. The joint work of the prestressed anchoring technology and the traditional buttressed retaining wall solves the problems of poor stability, large size and high construction cost of the high buttressed retaining wall alone. The construction time is short, the project cost is low, and the quality is good.
Description
Technical Field
The invention belongs to the building technology of a backfill side slope retaining wall in the technical field of geotechnical engineering, and particularly relates to a pre-embedded anchoring-buttress combined retaining wall structure and a building method, which are particularly suitable for a gravel soil backfill side slope retaining wall.
Background
With the further deepening of the urbanization process in China, the city range is larger and larger, and the whole trend of outward expansion is started to appear, so that more and more projects are located in the hilly land with less previous development. In hilly landform, unevenness and the big problem of discrepancy in the most newly-built place have appeared, in order to make place flattening and bearing capacity reach the engineering needs in the certain limit, most places can fill the flattening work, synthesizes economic factor and construction process degree of difficulty, more and more projects select near the gravel soil as the fill material and backfill. Retaining walls are mostly adopted for slope support of the filled side slope formed by backfilling gravel soil. The side slope support that retaining wall was suitable for is high limited, and when the side slope height exceeded certain limit, the side slope was strutted to the retaining wall simple adoption will lead to retaining wall size and arrangement of reinforcement too big, no longer economic reasonable.
The anchor cable is used as a commonly used support mode in geotechnical slope engineering, can provide resistance for various support structures, and is an excellent support means. Conventional anchor cable retaining walls are classified into plate-rib type anchor rod retaining walls, lattice type anchor rod retaining walls, and row pile type anchor rod retaining walls. The method for supporting the counterfort retaining wall by combining the anchor cables is a brand-new supporting form, can be used for solving the problems of overlarge size and arrangement of bars of the retaining wall of a high slope (10-30 m), and is extremely difficult to construct the anchor cables in backfilled gravel soil.
In the process of constructing the geotechnical engineering slope anchor cable, the hole forming construction process of the anchor cable is very important and directly influences the implementation, quality and progress of the process. In rubble soil layer, the pore-forming mode that the eccentric pipe creeps into is adopted mostly to the anchor rope pore-forming, when normally drilling promptly, through the vibration impact of impacter, drives eccentric drilling tool and drills, thereby because the effect of centrifugal force and frictional force during the drilling, the eccentric wheel outwards deviates out and reaches the purpose of enlarged aperture, and the impact of rethread stabilizer drives the sleeve pipe and follows up, and the rock powder that the drilling produced blows out outside the hole through the keyway on the stabilizer. After the drilling is finished, the eccentric wheel is folded by reversing, the sleeve is lifted out, and the sleeve is left in the hole to protect the wall so as to form the hole.
However, when the gravel soil slope construction is carried out, because the adhesion and integrity of the gravel soil are extremely poor, the gravel soil is influenced by the vibration during drilling of the drill rod, loose gravel around the drill hole can form a clamping effect, the smooth development of the drill hole construction is influenced, and the defects of high manufacturing cost, long construction period, large equipment model selection limitation, limited construction length of the pipe shed, difficult deviation correction after deviation and the like exist. And the anchor-buttress retaining wall structure is realized by prefabricating the buttress retaining wall with the anchor hole and then embedding the anchor cable in the slope backfilling process, and the combined working mode of two supporting modes is realized, so that the difficulties are effectively solved.
In conclusion, the slope support by adopting the retaining wall and the anchor cable is an effective method for solving the problem of high fill slope support. The problem to be solved urgently is to develop an anchor cable construction method with low cost, high efficiency and good anchoring effect.
Disclosure of Invention
The invention aims to provide a pre-buried anchor-buttress combined retaining wall structure, and also aims to provide a construction method thereof, which adopts a mode of combining a prestressed anchor technology and a traditional buttress retaining wall to work, and solves the problems of poor stability, large size, high manufacturing cost and the like of a high buttress retaining wall in single work. The construction method solves the problem that the prior art is poor in applicability in limited working conditions.
The technical scheme is as follows:
the pre-buried anchor-buttress combined retaining wall structure comprises a buttress retaining wall, a backfill gravel soil layer and a plurality of anchor cable layers.
The technical key points are as follows:
the inner side of the L-shaped buttress type retaining wall is provided with a plurality of buttresses which are arranged in parallel and are inclined outwards.
A plurality of reserved anchor cable holes are formed in the vertical face of the counterfort type retaining wall and are located between the counterforts.
Each anchor cable layer comprises a plurality of anchor cables, and each anchor cable comprises a plurality of steel strands.
The inside of the counterfort retaining wall is a backfill gravel soil layer.
A groove body which is transversely arranged is formed in the backfilled gravel soil layer and comprises an anchor cable free groove, an anchor cable anchoring groove and an expansion head groove.
The inner end of the anchor cable is arranged in the anchor cable anchoring groove and the expansion head groove, and the anchor cable anchoring section and the expansion head which are integrally formed are formed in the anchor cable anchoring groove and the expansion head groove by pouring cement mortar.
And a plurality of steel strands at the outer end of the anchor cable penetrate through the anchor cable free groove and are fixed with the anchor head outside the vertical surface of the buttress retaining wall through the reserved anchor cable hole. The anchor cable free groove is provided with a backfill gravel soil layer.
And the multiple bundles of steel strands in the anchor cable free section and the anchor cable anchoring section are supported in the groove bodies by a plurality of centering brackets.
The cross sections of the anchor cable free groove and the anchor cable anchoring groove can be inverted isosceles trapezoids.
And the outer sides of the steel strands of the free sections of the anchor cables are provided with anti-corrosion structures.
The invention also provides a construction method of the pre-embedded anchoring-buttress combined retaining wall structure.
The advantages are that:
the mode that the prestressed anchorage pulling technology and the traditional buttress type retaining wall work jointly is adopted, and the problems that the high buttress type retaining wall is poor in stability, large in size, high in manufacturing cost and the like when working independently are solved. The construction method solves the problem that the prior art is poor in applicability in limited working conditions.
The technical scheme is simple and convenient to operate and low in construction technical requirement. Compared with the traditional tapping and pouring process, the construction process is greatly simplified in flow, and potential engineering quality risks caused by complex working conditions can be avoided to the maximum extent through the pre-buried construction process. The traditional process has high requirements on the pore-forming quality, ensures that a drill bit can rotate after contacting with a broken stone soil layer, and ensures that the inside of a hole is in a clean state in the construction process, and carries out powder discharge once when drilling for 0.3-0.5 m every time, so that the operation flow is complex and the quality is difficult to ensure.
The technical scheme has short construction time and low engineering cost. The traditional construction process has the disadvantages of complex flow and long construction time; and the slotting and pouring time of the pre-buried anchor cable is greatly shortened compared with that of the traditional construction process. The scheme greatly reduces the cost because the process of opening the hole under the complex working condition of the gravel soil is avoided.
The technical scheme has good construction quality and high anchoring strength and is good in effect. The internal in-situ experiment proves that the anchoring strength of the construction scheme meets the national standard requirements, and the construction scheme is simple and has better controllability, so that the problem that part of the anchor rod strength possibly caused by severe working conditions can not meet the requirements can be avoided compared with the traditional construction scheme.
According to the technical scheme, the traditional buttress retaining wall and the pre-buried anchor cables are jointly supported, the strength is higher, the problems that the size and the arrangement of ribs of the traditional buttress retaining wall are too large in high-fill side slope support are solved, and a brand new thought is provided for solving the problem of high-fill side slope support.
According to the technical scheme, the anchor cable is constructed in a pre-buried mode, the anchoring body is formed by pouring in the excavation groove, the trapezoid cross section and the enlarged head are finally formed, the pulling resistance of the anchor cable is controlled by controlling the cross section area and the enlarged head cross section area, the anchor cable has the advantages of being simple in construction process and good in controllability, the problems that a traditional anchor cable is difficult to form a hole in gravel soil, poor in hole forming quality, high in cost, long in construction period and the like are solved, and the traditional anchor cable construction process is greatly optimized.
The purpose of constructing the pre-buried anchor cable in the gravel soil is achieved through the embodiment, and the pre-buried anchor cable and the counterfort retaining wall jointly act to form a pre-buried anchor-pull counterfort combined retaining wall structure. The problem that holes are difficult to form in the gravel soil in the traditional anchor cable construction method is solved. The operation is simple and convenient, and the construction difficulty is reduced; the anchor cable has good construction quality and good anchoring effect.
Drawings
Fig. 1 is a front view of the present invention.
Fig. 2 is a schematic diagram of the construction of a layer of anchor cable according to the present invention.
Fig. 3 is a construction grooving diagram of anchor cable anchoring grooves and anchor cable free grooves.
Fig. 4 is a top view of the present invention.
Fig. 5 is a side view of a buttress retaining wall.
Fig. 6 is a schematic structural view of the anchor cable centering bracket.
Fig. 7 is a schematic view of an anticorrosion structure of a free section of the anchor cable.
Fig. 8 is a schematic structural view of the anchor cable and the centering bracket.
The anchor head comprises an anchor head 1, a steel strand 2, an anchor rope free section 3, an anchor rope anchoring section 4, an expansion head 5, a buttress retaining wall 6, a backfilled gravel soil layer 7, a groove body 8, a centering bracket 9, a cement mortar layer 10, a fixing pipe 11, a supporting leg 12, an anticorrosive paint layer 13, an anticorrosive casing 14, an anticorrosive grease layer 15, a reserved anchor rope hole 16, a buttress 17, an anchor rope 18, a water drainage hole 19, an anchor rope anchoring groove 20, an expansion head groove 21 and an anchor rope free groove 22.
Detailed Description
Example 1
The pre-buried anchor-buttress combined retaining wall structure comprises a buttress retaining wall 6, a backfill gravel soil layer 7 and a plurality of anchor cable layers.
A plurality of buttresses 17 which are obliquely arranged in parallel are arranged on the inner side of the L-shaped buttressing wall type retaining wall 6, and two ends of each buttress 17 are respectively positioned on a vertical wall top and a horizontal bottom plate end of the buttressing wall type retaining wall 6.
A plurality of reserved anchor cable holes 16 are formed in the vertical surface of the buttress type retaining wall 6, the reserved anchor cable holes 16 are located between the buttresses 17, and the positions of the reserved anchor cable holes are staggered up and down. For example, one part is provided with holes at three corners of a regular triangle, and the adjacent part is provided with holes at three corners of an inverted triangle and is arranged in a quincunx shape.
The height of the reserved anchor line hole 16 corresponds to the position of the anchor line 18.
Each cable layer comprises a plurality of cables 18, each cable 18 comprising a plurality of bundles of steel strands 2. In this embodiment, three steel strands 2.
The inner side of the buttress type retaining wall 6 is a backfilled gravel soil layer 7.
A transverse groove body 8 is formed in the backfilled gravel soil layer 7, and the groove body 8 comprises an anchor cable free groove 22, an anchor cable anchoring groove 20 and an expansion head groove 21.
The inner end of the anchor cable 18 is arranged in the anchor cable anchoring groove 20 and the enlarged head groove 21, and the anchor cable anchoring section 4 and the cement mortar enlarged head 5 which are integrally formed are formed in the anchor cable anchoring groove 20 and the enlarged head groove 21 by pouring the cement mortar layer 10.
And a plurality of steel strands 2 at the outer end of the anchor cable 18 penetrate through the anchor cable free groove 22 and are fixed with the anchor head 1 outside the vertical surface of the buttress type retaining wall 6 through the reserved anchor cable hole 16. The anchor cable free groove 22 is provided with a backfill gravel soil layer 7.
Further, the plurality of steel strands 2 in the cable wire free section 3 are supported in the cable wire free groove 22 by a plurality of centering brackets 9.
Further, the plurality of strands 2 in the anchor section 4 are supported in the anchor groove 20 by a plurality of centering brackets 9.
Further, the cable wire free groove 22 and the cable wire anchoring groove 20 may have inverted isosceles trapezoid cross sections.
The sectional area A-A of the expanding head 5 is larger than the trapezoidal sectional area of the groove body 8.
The centering support 9 is provided with two sections of fixed pipes 11 (steel pipes) which are coaxially arranged, the two sections of fixed pipes 11 are connected through a plurality of outriggers 12 (steel bars) which extend outwards, the two adjacent outriggers 12 are a pair, a bundle of steel stranded wires 2 of the anchor cable 18 is arranged in the middle of the pair of outriggers, the anchor cable 18 in the embodiment is provided with three bundles of steel stranded wires 2, the number of the outriggers 12 is six, and every two of the outriggers clamp one bundle of steel stranded wires 2.
Each bundle of steel strands 2 is arranged at the contact position of the supporting leg 12 and the fixed pipe 11, so that the steel strands 2 do not contact the edge of the groove body 8.
Further, the outer sides of the three steel strands 2 of the anchor cable free section 3 are all provided with an anti-corrosion structure, which is a conventional technical means in the field, and one of the available modes is as follows:
the anti-corrosion structure comprises an anti-corrosion paint layer 13, an anti-corrosion sleeve 14 and an anti-corrosion grease layer 15.
The steel strand 2 is sheathed with an anti-corrosion sleeve 14. The corrosion resistant sleeve 14 may be a high density polyvinyl chloride corrosion resistant sleeve.
The steel strand 2 may also be coated with at least one layer 13, in this embodiment two layers, of an anti-corrosive paint.
And an anti-corrosion grease layer 15 is sealed between the anti-corrosion paint layer 13 and the anti-corrosion sleeve 14.
The anti-corrosion paint is a conventional anti-corrosion paint for preventing corrosion of steel strands in the field, is a commercially known product, and the anti-corrosion grease can be butter.
Furthermore, a plurality of drainage holes 19 are formed at the bottom of the vertical surface of the buttress retaining wall 6.
Further, the length of the anchor cable free section 3 is shorter than that of the bottom plate of the buttress retaining wall 6.
Example 2
The built-in anchoring-buttress combined retaining wall structure comprises the following steps:
1. constructing a retaining wall: and (3) constructing the buttress type retaining walls 6 (the distance between the buttresses 17 is about 4-7 m), and reserving anchor cable holes 16 on the vertical surfaces of the constructed buttress type retaining walls 6 among the buttresses 17. The circle center of the reserved anchor cable holes 16 is horizontally spaced by 1-3.5 m, the vertical spacing is 2-6 m, the holes are distributed in a quincunx shape, the diameter of the reserved anchor cable holes 16 is 50-150 mm, and the horizontal angle is kept. The bottom of the vertical surface of the buttress retaining wall 6 is provided with a plurality of drainage holes 19.
2. Backfilling gravel soil: and after the construction of the counterfort retaining wall 6 is finished and the strength requirement is met, backfilling gravel soil layers 7 in layers and compacting, wherein the compaction coefficient is not less than 0.97, backfilling to the position of the reserved anchor cable hole 16 of the lowest road, and preparing to construct a plurality of embedded anchor cables 18 of the layer.
3. Grooving of the anchor cable anchoring body: grooving is carried out at the position of each anchor cable 18, the groove body 8 is divided into three parts, an anchor cable free groove 22, an anchor cable anchoring groove 20 and an expanding head groove 21, the cross sections of the anchor cable free groove 22 and the anchor cable anchoring groove 20 are in an inverted isosceles trapezoid shape, the cross section of the expanding head groove 21(A-A) is in an inverted isosceles trapezoid shape, and the sectional area of the groove body 8 meets the design requirement.
For example, the area of a trapezoid is not less than 0.1 square meter but not more than 5 cross-sectional areas of the expansion heads, in this embodiment, the area of the trapezoid is 0.2 square meter, the length of the tank body 8 is 15m to 30m, the area of the cross-sectional areas of the expansion heads 5 is 0.5 square meter to 2 square meters (a-a), the area of the cross-sectional areas of the expansion heads 5 is 0.5 square meter, the length of the expansion heads 5 is 2m to 5m, the length of the free sections 3 of the anchor cables is 5m to 10m, and the length of the anchor sections 4 of the anchor cables is 10m to 20 m.
4. Arranging anchor cables 18 in anchor cable anchoring grooves 20 and expanding head grooves 21, arranging a plurality of centering brackets 9 (the spacing between the centering brackets is 1.5M) on the anchor cable anchoring grooves 20, pouring cement mortar with the strength not less than M30 on the anchor cable anchoring grooves 20 and the expanding head grooves 21, forming cement mortar layers 10 on anchor cable anchoring sections 4, and forming expanding heads 5 on the end parts of the anchor cable anchoring sections 4.
After the strength of the anchoring body of the anchor cable anchoring section 4 reaches the set requirement (24Mpa), arranging a plurality of centering brackets 9 in the anchor cable free groove 22, tensioning the steel strand 2 at the anchor cable free section 3 at the end of the vertical face of the buttress type retaining wall 6, fixing by using the locking anchor head 1 at the outer side, and filling the anchor cable free groove 22 with a backfill gravel soil layer 7.
The steel strand 2 at the free section 3 of the anchor cable has been previously subjected to an anti-corrosion treatment, which is a conventional operation.
5. Tensioning the anchor cable: after the solid strength of a plurality of anchor sections 4 of each layer of the anchor cable to be anchored reaches a set requirement (24Mpa), continuously backfilling 7 soil of gravels in layers and compacting, backfilling upwards to the elevation of the next anchor cable 18, tensioning and locking the anchor cable 18, pre-tensioning the anchor cable 18 to 20% of the designed axial bearing capacity, then tensioning to the designed axial bearing capacity, keeping the load for not less than 5 minutes, and then backing to the pre-stress locking value for locking.
6. And repeating the steps to finish the anchor cable layer of each layer, and backfilling until a gravel backfilling soil layer 7 is backfilled to the top of the counterfort retaining wall 6.
7. And (5) carrying out acceptance tests after construction is finished.
8. After the construction is finished, deformation and health monitoring are carried out in a certain period to master the deformation rule of the slope, and safety measures are taken if necessary to prevent engineering accidents.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110940278.7A CN113802602B (en) | 2021-08-17 | 2021-08-17 | Pre-buried anchor-buttress combined retaining wall structure and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110940278.7A CN113802602B (en) | 2021-08-17 | 2021-08-17 | Pre-buried anchor-buttress combined retaining wall structure and construction method |
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| CN113802602A true CN113802602A (en) | 2021-12-17 |
| CN113802602B CN113802602B (en) | 2025-04-08 |
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2070329A5 (en) * | 1969-12-01 | 1971-09-10 | Praet Michel Van | |
| KR200314876Y1 (en) * | 2003-03-05 | 2003-06-02 | (주) 코리아에스이 | Retaining Wall using Permanent Anchor and Pre-Cast Concrete Panel |
| RU2389931C1 (en) * | 2008-11-11 | 2010-05-20 | Аэро Стар Лтд (Aero Star Ltd) | Method for soil reinforcement in area of pipeline installation |
| KR20120030513A (en) * | 2012-03-05 | 2012-03-28 | 김희준 | Retaining wall structure using rock bolt of set anchor and pre-cast concrete panel |
| KR101528302B1 (en) * | 2014-05-26 | 2015-06-11 | 조선대학교산학협력단 | Self-retained wall sructures and construction method thereof |
| CN105256800A (en) * | 2015-09-30 | 2016-01-20 | 常州大学怀德学院 | Recyclable fiber reinforced plastic (FRP) anchor rods with expanding heads and construction technique |
| CN107100179A (en) * | 2017-06-29 | 2017-08-29 | 湖南工业大学 | Light-duty combination retaining structure and the method for administering a wide range of tall earth fill engineering |
| WO2020201275A1 (en) * | 2019-04-05 | 2020-10-08 | Paschal-Werk G. Maier Gmbh | Anchor apparatus |
| CN212582667U (en) * | 2020-06-13 | 2021-02-23 | 北京综建科技有限公司 | Cage type compression and expansion head anti-floating anchor rod and mounting structure thereof |
| CN216142072U (en) * | 2021-08-17 | 2022-03-29 | 中建东设岩土工程有限公司 | Pre-buried anchor-buttress type combined retaining wall structure |
-
2021
- 2021-08-17 CN CN202110940278.7A patent/CN113802602B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2070329A5 (en) * | 1969-12-01 | 1971-09-10 | Praet Michel Van | |
| KR200314876Y1 (en) * | 2003-03-05 | 2003-06-02 | (주) 코리아에스이 | Retaining Wall using Permanent Anchor and Pre-Cast Concrete Panel |
| RU2389931C1 (en) * | 2008-11-11 | 2010-05-20 | Аэро Стар Лтд (Aero Star Ltd) | Method for soil reinforcement in area of pipeline installation |
| KR20120030513A (en) * | 2012-03-05 | 2012-03-28 | 김희준 | Retaining wall structure using rock bolt of set anchor and pre-cast concrete panel |
| KR101528302B1 (en) * | 2014-05-26 | 2015-06-11 | 조선대학교산학협력단 | Self-retained wall sructures and construction method thereof |
| CN105256800A (en) * | 2015-09-30 | 2016-01-20 | 常州大学怀德学院 | Recyclable fiber reinforced plastic (FRP) anchor rods with expanding heads and construction technique |
| CN107100179A (en) * | 2017-06-29 | 2017-08-29 | 湖南工业大学 | Light-duty combination retaining structure and the method for administering a wide range of tall earth fill engineering |
| WO2020201275A1 (en) * | 2019-04-05 | 2020-10-08 | Paschal-Werk G. Maier Gmbh | Anchor apparatus |
| CN212582667U (en) * | 2020-06-13 | 2021-02-23 | 北京综建科技有限公司 | Cage type compression and expansion head anti-floating anchor rod and mounting structure thereof |
| CN216142072U (en) * | 2021-08-17 | 2022-03-29 | 中建东设岩土工程有限公司 | Pre-buried anchor-buttress type combined retaining wall structure |
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| CN113802602B (en) | 2025-04-08 |
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