CN109403321A - Construction method of filling slope prestressed anchor cable - Google Patents
Construction method of filling slope prestressed anchor cable Download PDFInfo
- Publication number
- CN109403321A CN109403321A CN201811074088.6A CN201811074088A CN109403321A CN 109403321 A CN109403321 A CN 109403321A CN 201811074088 A CN201811074088 A CN 201811074088A CN 109403321 A CN109403321 A CN 109403321A
- Authority
- CN
- China
- Prior art keywords
- steel bushing
- prestress anchorage
- anchorage cable
- anchor cable
- support column
- 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 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 51
- 239000010959 steel Substances 0.000 claims abstract description 51
- 239000011435 rock Substances 0.000 claims description 20
- 210000000481 breast Anatomy 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 2
- 230000006641 stabilisation Effects 0.000 claims 1
- 238000011105 stabilization Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 9
- 239000002689 soil Substances 0.000 abstract description 6
- 238000009434 installation Methods 0.000 abstract description 4
- 230000007797 corrosion Effects 0.000 abstract description 2
- 238000005260 corrosion Methods 0.000 abstract description 2
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 238000002955 isolation Methods 0.000 abstract 1
- 238000010008 shearing Methods 0.000 abstract 1
- 238000004904 shortening Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000001681 protective effect Effects 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000018199 S phase Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 230000007257 malfunction Effects 0.000 description 1
- 239000007787 solid 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
- E02D5/74—Means for anchoring structural elements or bulkheads
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method of a pre-stressed anchor cable for a filling side slope. The method comprises the installation method and the process of the anchor cable, the steel pipe and the steel column component. The multi-strand steel strand is arranged in the steel sleeve along the axis direction and is attached to the inner surface of the lower part of the steel sleeve; the steel column is fixed on the bedrock and supports the steel sleeve to prevent the steel sleeve from generating excessive deformation. The process of using the steel pipe and the steel column in a combined mode can enable the free section of the anchor cable to be prevented from being subjected to transverse shearing force, the prestressed anchor cable can work normally under the filling condition, and the safety and stability of engineering are guaranteed. The construction process has the advantages of simple steps, low production cost, small engineering quantity, improvement of the installation efficiency of the anchor cable under the condition of filling soil, shortening of the construction period, good isolation between the anchor cable and the filling soil, strong corrosion resistance and improvement of the service life. The problems of large construction work amount, long construction period and high construction cost of the protection anchor cable under the existing filling condition are solved.
Description
Technical field
The present invention relates to construction field, in particular to the construction of free section of anchor cable stress under the conditions of a kind of protection is banketed
Technique.
Background technique
Prestress anchorage cable is the firm Rock And Soil that takes a proactive approach in engineering, by drilling through soft stratum or sliding
Face, is anchored at one end in hard rock stratum and (claims Inner bolt head), then carries out tensioning in another free end (claiming outer anchor head), from
And pressure is applied to rock stratum, unstable rock mass is anchored.
Currently, prestress anchorage cable usually applies to finally carry out tensioning in excavation and cart-away, directly drilling installation anchor cable.But
It is that design of its support is usually carried out in such a way that pile plate wall is combined with prestress anchorage cable in some environmental slopes, in order to meet
Ground elevation is designed, usually exists and needs the case where backfilling, prestress anchorage cable free segment a part is exposed to embankment region at this time
In, if untreated, compacting and natural subsidence after banketing can generate cross shear to anchor cable, influence the stress shape of anchor cable
State, makes its cisco unity malfunction, and prestressed failure cannot reach firm soil body effect, be easy to cause engineering harm.
The stressing influence to be banketed in order to prevent to anchor cable, existing traditional construction technique are banketed region in free section of anchor cable
Concrete protective pier is set, by anchor cable and completely isolated, the guarantee normal stress of anchor cable of banketing.But the construction technology cost compared with
Height, especially encounter basement rock position (i.e. protection pier pier bottom) apart from anchor cable farther out when, the concrete protective pier scale of construction is very big, increases
Unnecessary project amount and cost.
Summary of the invention
The object of the present invention is to provide a kind of construction methods of embankment side slope prestress anchorage cable, to solve to deposit in the prior art
The problem of.
To realize the present invention purpose and the technical solution adopted is that a kind of such, construction of embankment side slope prestress anchorage cable
Method, comprising the following steps:
1) according to design drawing, side slope to be onstructed is handled, and by the measuring of anchor hole position in slope surface.Wherein, the side slope
It from top to bottom successively include surface overburden layer, strongly weathered sand-rock, middle weathered rock formation and stable basement rock.
2) breast boards is installed.Wherein, the breast boards is fixedly connected with friction pile, forms pile plate wall.
3) diagonal brace prestress anchorage cable, sealing off and covering anchorage after prestressed stretch-draw are installed.It will be in the tensioning section of prestress anchorage cable and breast boards
Side anchor is solid.It drills in slope surface, the anchoring section of prestress anchorage cable is introduced in the hole being drilled, cement injection mortar carries out anchor into hole
Gu.Wherein, the prestress anchorage cable is in tilted layout.The free segment outer sheath of the prestress anchorage cable is equipped with steel bushing.
4) support column is installed.Wherein, the support column is arranged in below steel bushing.Length of the support column along steel bushing
It uniformly lays in direction.The lower end of the support column is mounted in stable basement rock, and upper end connects by the way that connecting elements and steel bushing are fixed
It connects.
5) wall back backfill is carried out, placement in layers compacted fill forms fill stratum to design standard height.Wherein, the freedom
Section is embedded in fill stratum.The steel bushing completely cuts off free segment and fill stratum.
Further, the diameter of the free segment is d.The internal diameter of the steel bushing is D.Wherein, d=2/3D.The freedom
Section is located at the lower part of steel bushing tube inner chamber.
Further, the section of the support column is circle.The support column diameter is l.Between adjacent two support columns
Spacing is 12~15l.
Further, the connecting elements generally blocks.The upper surface of the connecting elements is fixedly connected with steel bushing,
Lower surface is fixedly connected with the upper surface of support column.
Further, depth is not less than 500mm in the stable basement rock of steel bushing insertion.
Further, in step 5), the basis of banketing of close steel bushing part is rammed after influencing line design tamping point, using artificial
Compacting mode rams steel bushing two sides and bankets.
The solution have the advantages that unquestionable:
1. guaranteeing that prestress anchorage cable free segment not by cross shear, can be played normally under embankment engineering specifications
Prestressing force effect generates fastening effect to the soil body；
2. easy for construction simple, the duration is shortened, and project cost reduces.
Detailed description of the invention
Fig. 1 is operation schematic diagram；
Fig. 2 is steel bushing structural schematic diagram；
Fig. 3 is support column arrangement schematic diagram；
Fig. 4 is connecting elements schematic diagram.
In figure: prestress anchorage cable 1, free segment 102, tensioning section 103, stablizes basement rock 2, breast boards 3, bankets anchoring section 101
Layer 4, steel bushing 5, support column 6, connecting elements 7.
Specific embodiment
Below with reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, should all include within the scope of the present invention.
Embodiment 1:
Referring to Fig. 1, the present embodiment discloses a kind of construction method of embankment side slope prestress anchorage cable, comprising the following steps:
1) according to design drawing, side slope to be onstructed is handled, and by the measuring of anchor hole position in slope surface.Wherein, the side slope
It from top to bottom successively include surface overburden layer, strongly weathered sand-rock, middle weathered rock formation and stable basement rock 2.
2) breast boards 3 is installed.Wherein, the breast boards 3 is fixedly connected with friction pile, forms pile plate wall.
3) diagonal brace prestress anchorage cable 1, sealing off and covering anchorage after prestressed stretch-draw are installed.Referring to Fig. 1, the prestress anchorage cable 1 includes anchor
Gu section 101, free segment 102 and tensioning section 103.It will be anchored on the inside of the tensioning section 103 of prestress anchorage cable 1 and breast boards 3.In slope surface
Drilling introduces the anchoring section 101 of prestress anchorage cable 1 in the hole being drilled, and into hole, cement injection mortar is anchored.Wherein,
The prestress anchorage cable 1 is in tilted layout.102 outer sheath of free segment of the prestress anchorage cable 1 is equipped with steel bushing 5.Referring to fig. 2,
The diameter of the free segment 102 is d.The internal diameter of the steel bushing 5 is D.Wherein, d=2/3D.The free segment 102 is located at steel
The lower part of 5 inner cavity of sleeve.5 inner cavity top of steel bushing reserves settlement space.
4) support column 6 is installed.Wherein, referring to Fig. 3, the support column 6 is arranged in 5 lower section of steel bushing.6 edge of support column
The length direction of steel bushing 5 is uniformly laid.The lower end of the support column 6 is mounted in stable basement rock 2, and upper end passes through connecting elements
7 are fixedly connected with steel bushing 5.Support column 6 prevents steel bushing 5 from generating large deformation in earth filling tamping and natural subsidence, subtracts simultaneously
The settling amount of small steel bushing 5 avoids tube wall contact prestress anchorage cable and generates cross force to it, influences its stress performance.It is described
The section of support column 6 is circle.6 diameter of support column is l.Spacing between adjacent two support columns 6 is 12~15l.
Referring to fig. 4, the connecting elements 7 generally blocks.The upper surface of the connecting elements 7 and steel bushing 5 are fixed
Connection, lower surface is fixedly connected with the upper surface of support column 6.
The support column 6 is used to support steel bushing 5, prevents 5 interlude of steel bushing from generating excessive deformation, while preventing steel bushing
Cylinder 5 follows to banket to be settled together.The present embodiment being capable of reasonable effective protection free segment 102.Steel bushing settlement space is reserved, is made
Free segment 102 by cross shear, can not allow prestress anchorage cable 1 to work normally under the conditions of embankment, guarantee that engineering safety is steady
It is fixed, have the characteristics that the simple and economical effect of structure is good.
5) wall back backfill is carried out, placement in layers compacted fill forms fill stratum 4 to design standard height.Wherein, the freedom
Section 102 is embedded in fill stratum 4.The steel bushing 5 completely cuts off free segment 102 and fill stratum 4, guarantee prestress anchorage cable 1 not by
To cross force, the vertical stretch capability of prestress anchorage cable 1 is made full use of, applies prestressing force and consolidates the soil body.Close to 5 part of steel bushing
After banketing according to influence line design tamping point is rammed, 5 two sides of steel bushing are rammed using hand compaction mode and are banketed.
The present embodiment step is simple, and production cost is low, and project amount is small, improves the installation effectiveness of anchor cable under the conditions of banketing, contracting
Casual labourer's phase, anchor cable and insulating of banketing are good, and corrosion resistance is strong, improves service life.It solves and protects anchor under the conditions of existing embankment
Rope construction work amount is big, long in time limit, the high problem of cost.
Claims (6)
1. a kind of construction method of embankment side slope prestress anchorage cable, which comprises the following steps:
1) according to design drawing, side slope to be onstructed is handled, and by the measuring of anchor hole position in slope surface；Wherein, the side slope is from upper
It successively include surface overburden layer, strongly weathered sand-rock, middle weathered rock formation and stabilization basement rock (2) under；
2) breast boards (3) is installed；Wherein, the breast boards (3) is fixedly connected with friction pile, forms pile plate wall；
3) diagonal brace prestress anchorage cable (1) is installed, sealing off and covering anchorage after prestressed stretch-draw；By the tensioning section (103) of prestress anchorage cable (1) and gear
Anchoring on the inside of native plate (3)；It drills, the anchoring section (101) of prestress anchorage cable (1) is introduced in the hole being drilled, into hole in slope surface
Cement injection mortar is anchored.Wherein, the prestress anchorage cable (1) is in tilted layout；The free segment of the prestress anchorage cable (1)
(102) outer sheath is equipped with steel bushing (5)；
4) support column (6) are installed；Wherein, the support column (6) is arranged in below steel bushing (5)；The support column (6) is along steel bushing
The length direction of cylinder (5) is uniformly laid；The lower end of the support column (6) is mounted in stable basement rock (2), and upper end passes through connection structure
Part (7) is fixedly connected with steel bushing (5)；
5) wall back backfill is carried out, placement in layers compacted fill is formed fill stratum (4) to design standard height；Wherein, the free segment
(102) it is embedded in fill stratum (4)；The steel bushing (5) completely cuts off free segment (102) and fill stratum (4).
2. a kind of construction method of embankment side slope prestress anchorage cable according to claim 1, it is characterised in that: the freedom
The diameter of section (102) is d；The internal diameter of the steel bushing (5) is D；Wherein, d=2/3D；The free segment (102) is located at steel bushing
The lower part of cylinder (5) inner cavity.
3. a kind of construction method of embankment side slope prestress anchorage cable according to claim 1 or 2, it is characterised in that: described
The section of support column (6) is circle；Support column (6) diameter is l；Spacing between adjacent two support columns (6) is 12~
15l。
4. a kind of construction method of embankment side slope prestress anchorage cable according to claim 1,2 or 3, it is characterised in that: institute
State connecting elements (7) generally blocks；The upper surface of the connecting elements (7) is fixedly connected with steel bushing (5), lower surface with
The upper surface of support column (6) is fixedly connected.
5. a kind of construction method of embankment side slope prestress anchorage cable according to claim 1, it is characterised in that: the steel bushing
Cylinder (5) is embedded in depth in stable basement rock (2) and is not less than 500mm.
6. a kind of construction method of embankment side slope prestress anchorage cable according to claim 1, it is characterised in that: step 5)
In, the basis of banketing of close steel bushing (5) part is rammed after influencing line design tamping point, rams steel bushing using hand compaction mode
(5) two sides are banketed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811074088.6A CN109403321A (en) | 2018-09-14 | 2018-09-14 | Construction method of filling slope prestressed anchor cable |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811074088.6A CN109403321A (en) | 2018-09-14 | 2018-09-14 | Construction method of filling slope prestressed anchor cable |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109403321A true CN109403321A (en) | 2019-03-01 |
Family
ID=65464911
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811074088.6A Pending CN109403321A (en) | 2018-09-14 | 2018-09-14 | Construction method of filling slope prestressed anchor cable |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109403321A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111058475A (en) * | 2019-12-29 | 2020-04-24 | 中铁二院工程集团有限责任公司 | High-intensity seismic area pile foundation joist constant-weight retaining wall structure and construction method |
| CN111485493A (en) * | 2020-03-25 | 2020-08-04 | 中国电建集团中南勘测设计研究院有限公司 | Suspension bridge anchorage structure and implementation method thereof |
| CN115198775A (en) * | 2022-08-13 | 2022-10-18 | 广东博意建筑设计院有限公司 | Filling area prestress anchor-pull type pile-plate wall and construction method thereof |
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-
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| US5551810A (en) * | 1994-06-08 | 1996-09-03 | Schnabel Foundation Company | Retaining wall with an outer face and method of forming the same |
| KR100728266B1 (en) * | 2007-03-28 | 2007-06-13 | 주식회사 행림종합 건축사사무소 | A matrix and structure of wire connection |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111058475A (en) * | 2019-12-29 | 2020-04-24 | 中铁二院工程集团有限责任公司 | High-intensity seismic area pile foundation joist constant-weight retaining wall structure and construction method |
| CN111485493A (en) * | 2020-03-25 | 2020-08-04 | 中国电建集团中南勘测设计研究院有限公司 | Suspension bridge anchorage structure and implementation method thereof |
| CN115198775A (en) * | 2022-08-13 | 2022-10-18 | 广东博意建筑设计院有限公司 | Filling area prestress anchor-pull type pile-plate wall and construction method thereof |
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