CN104404972A - Anchoring structure for strengthening high and steep bedrock-fill interface and construction method - Google Patents
Anchoring structure for strengthening high and steep bedrock-fill interface and construction method Download PDFInfo
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- CN104404972A CN104404972A CN201410727503.9A CN201410727503A CN104404972A CN 104404972 A CN104404972 A CN 104404972A CN 201410727503 A CN201410727503 A CN 201410727503A CN 104404972 A CN104404972 A CN 104404972A
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- China
- Prior art keywords
- cable
- steel strand
- anchor
- basement rock
- fill
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- 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
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
-
- 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
Abstract
The invention relates to an anchoring structure for strengthening high and steep bedrock-fill interface and a construction method and belongs to the high fill side slope strengthening technical field. The anchoring structure comprises an anchoring section fixed in the bedrock and a radial fixing section embedded in the fill body. The fixing section embedded in the fill body comprises the steel ropes flatly arranged in a radial mode, a plurality of U-shaped rigidity short rods fixed on the steel ropes and end baffles. The steel ropes are flatly arranged in a shape of plum blossom for rows, and the elevation of each row of steel ropes is consistent to the elevation of the filled earth layer. The anchoring structure and the construction method can greatly increase the connection force between the filled earth and the anchor rope for tightly connecting the fill body with the bedrock interface, raise the tensile property of the bedrock-fill interface, and effectively prevent the fill body away from falling along the bedrock-fill interface. The anchoring structure is simple in structure, simple and convenient in construction for saving a large amount of rock slope excavation construction cost and time and is wide in range of application.
Description
Technical field
The invention belongs to tall earth fill reinforcing technique field, relate to a kind of anchor structure and construction method of reinforcing high steep basement rock-embankment interface.
Background technology
Along with the high speed development of development of the West Regions and urban construction, the scale that the Foundation Designs such as airport, Mountainous City, house and traffic are built is increasing, has occurred a large amount of high roadbed engineerings thereupon, particularly the Airport in Mountain Region general superelevation of filling body of building.For embankment side slope, the geomechanics character at basement rock-filling body interface has controlling effect to embankment stability of slope.High steep rock slope is at Southwestern China mountain area ubiquity, even more domatic near upright, therefore invariably cannot occur the high roadbed body engineering of a large amount of high steep bedrock side slope.Basement rock-embankment interface mechanics character is the crucial governing factor of this type of stability of slope, for improving its shear strength, and the domatic standing meter excavation stepped of bedrock side slope.Because open excavation amount is excessive, this step-like slope excavation of putting is unwell to high steep rock slope.Moreover basement rock domatic excavation stepped main purpose increases basement rock-embankment interface shearing-resistance shearing stress, can not effectively increase its tensile strength.
For the steep bedrock side slope of height, basement rock-embankment interface, easily by drawing crack, causes rainwater or surface water to be easy to infiltrate, and then brings out embankment side slope drawing crack unstability, and therefore the tensile reinforcement at high steep basement rock-embankment interface is even more important.Anchor cable or anchor pole all have good anti-drawing strength, are slope reinforcement important measures.But slope anchorage design now still mainly designs for raising skid resistance (increase shear strength), for fairly large oblique/side slope often adopts prestress anchorage cable or anchor pole.Anchor cable has stronger flexibility, therefore can convenient lay in filling body, does not also affect follow-up filling body rammer/compacting construction.The resistance to tension imbedding fill section due to anchor cable is relatively weak, and in order to prevent high steep basement rock-embankment side slope interface by drawing crack, its key increases anchor cable steel strand and bankets adhesion stress and the tension pull out force of anchor cable structure in banketing.
Therefore, the important engineering problem such as be easy to drawing crack for height steep basement rock-embankment interface and stream line anti-pulling character of banketing is very poor, is badly in need of a kind ofly in banketing, having strong anti-pull-out property and the anchor structure at the high steep basement rock-embankment interface of the reinforcing of simple structure, easy construction and construction method at present.
Summary of the invention
In view of this, the object of the present invention is to provide a kind of radial anchor structure and construction method of reinforcing high steep basement rock-embankment interface.
For achieving the above object, the invention provides following technical scheme:
Reinforce the anchor structure at high steep basement rock-embankment interface, described anchor structure is made up of anchor cable and steel strand cable, and comprise anchoring section and radial canned paragraph two parts, anchoring section is fixed in stable basement rock, and radial canned paragraph is imbedded in filling body.
Further, in order to increase the overall anti-pull-out property of anchor cable in banketing, the steel tree lace of the single anchor cable in anchor structure is no less than 6 strands, and imbed canned paragraph steel strand cable axle symmetrically horizontal radiation shape tiling centered by anchoring section boring of filling body, every root steel strand cable is at least made up of two strands of steel strand; Steel strand cable both sides radiation angle β is all no more than 30 °, because the examining tensile behavior of the easy deteriorated guiding principle strand cable of excessive angle β.
Further, in order to increase single steel strand cable and adhesion stress between banketing and tension pull out force, all equidistant fixing multiple U-shaped rigidity quarter butt on every root steel strand cable of radial canned paragraph is U-bend tune center with steel strand cable permanent position; Steel strand cable end winding support one rigid baffle; Quarter butt and plate washer are driven into fill stratum downwards.
Further, anchor cable is quincunx on basement rock is domatic and level is in a row arranged, it is consistent with the layering absolute altitude that bankets that it often arranges absolute altitude, and namely anchor cable trestle column is the thickness of layered backfill.
Further, banket above the row's anchor cable of top in be provided with the impervious barrier of 10-20cm.
Further, in order to avoid earth filling tamping construction is to the damage of steel strand cable and the rigidity quarter butt that is fixed thereon and baffle plate or destruction, the height of U-shaped rigidity quarter butt is 5-10 times of steel strand cable sectional dimension, U-shaped clear span is slightly larger than the diameter of steel strand cable, be about 0.5-1m along steel strand cable arrangement pitch, quarter butt cross sectional dimensions is slightly larger than steel strand diameter; Rigid baffle adopts patty or rectangle, and cross-sectional maximum dimension is 2 times of U-shaped quarter butt height.
Reinforce a construction method for the anchor structure at high steep basement rock-embankment interface, comprise the following steps: step one: lay and bore anchor cable hole; Step 2: compacting bottom bankets in advance, and leveling is to first row anchor cable hole absolute altitude; Step 3: respective anchors cable drilling hole put into by first row anchor cable and slip casting forms anchoring section; At least every 2 strands of guiding principle twisted wires are bundled into guiding principle strand cable by step 4: after anchorage mortar solidifies, and guiding principle strand cable is fixed rigidity U-shaped quarter butt and end baffle, completes anti-corrosion treatment; Step 5: stretching steel strand cable is stretching and be radially laid in filling body, is driven into below compacted fill layer, then bankets and tamp to second row anchor cable hole absolute altitude by U-shaped quarter butt and end baffle; Step 6: repeat step 3 to step 5 to anchorage cable design height; Step 7: complete top layer and banket and tamp to design elevation, and arrange impervious barrier within it.
Further, meeting under mortar depositing construction condition, the anchor cable hole inclination alpha of basement rock grouted part is as far as possible little, no more than 10 °.
Beneficial effect of the present invention is: in structure of the present invention and method, is fixed on rigidity " U " shape quarter butt on steel strand cable and end baffle can increase the adhesive strength of banketing with steel strand cable greatly; Steel strand cable axle centered by anchor cable hole, in being no more than 30 ° of angle horizontal radiation laies, can improve anchor structure overall tension pull out force in banketing greatly.Anchor cable adopts blossom type horizontal arrangement, both can improve the integral reinforcing effect of anchor structure to basement rock-interface, embankment face, and also be conducive to embankment, the collaborative of anchoring construction is carried out.Present invention, avoiding high steep basement rock tiltedly/side slope puts slope excavation on a large scale, saved a large amount of Slope excavation engineering quantity, and anchor structure simple structure, easy construction, be suitable for high steep rock tiltedly/side slope side high roadbed engineering reinforcement.
Accompanying drawing explanation
In order to make object of the present invention, technical scheme and beneficial effect clearly, the invention provides following accompanying drawing and being described:
Fig. 1 is the steep basement rock of height of the present invention-embankment circle anchoring generalized section;
Fig. 2 is the truncation figure (the radial tiling distribution of signal steel strand cable) of horizontal plane A-A in Fig. 1;
Fig. 3 is Fig. 1 midship section B-B (P is partial enlargement);
Fig. 4 is single anchor cable spatial distribution schematic diagram;
Fig. 5 is " U " shape quarter butt schematic diagram;
Fig. 6 is steel strand cable end baffle schematic diagram;
In figure: 1-filling body; 2-basement rock; 3-anchoring section; 4-steel strand cable; 5-end rigidity plate washer; 6-" U " shape quarter butts; 7-basement rock-embankment interface; 8-impervious barrier; 9-steel strand; 10-basement rock anchor cable boring crag; 11-mortar; 12-imbeds the interior canned paragraph that bankets; D-" U " shape quarter butt clear span; H-" U " shape quarter butt height; R-plate washer maximum size; S-anchor cable trestle column; α-anchor cable dip angle of hole; β-steel strand cable both sides rotation angle; φ-steel strand diameter.
Detailed description of the invention
Below in conjunction with accompanying drawing, the preferred embodiments of the present invention are described in detail.
Fig. 1 is the steep basement rock of height of the present invention-embankment circle anchoring generalized section; Fig. 2 is the truncation figure (the radial tiling distribution of signal steel strand cable) of horizontal plane A-A in Fig. 1; Fig. 3 is Fig. 1 midship section B-B (P is partial enlargement), as shown in the figure, a kind of radial anchor structure reinforcing high steep basement rock-embankment interface of the present invention, to prevent filling body 1 from destroying along basement rock-embankment interface 7 drawing crack, imbed the radial canned paragraph 12 of filling body and the anchoring section 3 be fixed in basement rock by anchor structure and basement rock-embankment interface 7 is locked and be difficult to split.
In structure of the present invention and method, the canned paragraph 12 imbedded in filling body is decomposed into the many steel strand cables 4 be radially laid in filling body 1 be made up of multiply steel strand 9, this will strengthen the anti-pull-out property of anchor structure at the canned paragraph 12 banketing interior largely, see Fig. 2 and Fig. 4, respectively illustrate the radial tiling distribution of steel strand cable 4 in banketing and the spatial distribution of single anchor cable.For increasing the anti-drawing strength of steel strand cable 4 further, steel strand cable 4 equidistantly fixes " U " shape rigidity quarter butt 6, and at its end winding support rigid baffle 5." U " shape rigidity quarter butt 6 and end baffle 5 can adopt the modes such as welding or binding to be fixed on steel strand cable 4.
Consider the concertedness of the holistic resistant behavior of anchor structure, require that the steel tree lace 9 of single anchor cable is no less than 6 strands, the steel strand cable 4 of the radial tiling of every root is at least made up of (as shown in Figure 5) two strands of steel hinge lines 9, steel strand cable 4 is holed with anchoring section 3, and (its sectional view is shown in P amplifier section in Fig. 3, after slip casting, anchoring section 3 comprises steel strand 9, slip casting mortar 11 and boring crag 10) centered by axle symmetrically horizontal radiation shape scatter, and its radiation angle, both sides β is all no more than 30 °.Meet mortar depositing construction condition to improve steel strand 9 at the anti-pull-out property at basement rock-interface 7 place of banketing, the anchor cable hole inclination alpha of basement rock grouted part is as far as possible little, no more than 10 °.As shown in Figure 5, described " U " shape rigidity quarter butt 6, be " U " shape bending section center with steel strand cable 4 permanent position, quarter butt is driven into fill stratum downwards.The height h of " U " shape rigidity quarter butt 6 is about the 5-10 of steel strand cable sectional dimension (slightly larger than 2 times of steel strand diameter phi) doubly, " U " shape clear span d is slightly larger than the sectional dimension of steel strand cable, be about 0.5-1m along steel strand cable arrangement pitch, quarter butt 6 rod member cross sectional dimensions c is slightly larger than steel strand diameter phi.The end rigid baffle 5 maximum size 2R of steel strand cable 4 is about 2 times of " U " shapes quarter butt height h (as shown in Figure 6), and baffle plate 5 shape is good with cake or rectangle and its thickness is about 5-10cm.
Work in coordination with in order to anchoring and embankment engineering and construct, anchor cable is quincunx on basement rock is domatic and level is in a row arranged (as shown in Figure 3), it is consistent with the layering absolute altitude that bankets that it often arranges absolute altitude, namely horizontal trestle column s is layered backfill thickness, and earth filling tamping so also can be avoided to construct to the damage of steel strand cable and the rigidity quarter butt that is fixed thereon and baffle plate or destruction.Moreover, in order to ensure the service life (namely improving its durability) of anchor structure, described in imbed anchor cable steel strand cable 4, rigidity " U " shape quarter butt 6 and the end baffle 5 of banketing interior and all need to carry out anti-corrosion treatment.Under preventing the surface water such as rainfall, be seeped into basement rock-embankment interface 7, need do impervious barrier 8 (as shown in Figure 1) at the top soil layer of filling body 1, impervious barrier material can select cohesive soil etc., and its buried depth must higher than the row's of top anchor cable most.
The present invention also comprises the construction method of the radial anchor structure at the high steep basement rock-embankment interface of above-mentioned reinforcing, and it comprises the following steps:
S1: according to embankment Analysis of Slope Stability, the distribution of design anchor cable, and anchor cable hole is bored on basement rock is domatic;
S2: compacting bottom is about that 2-4m is thick bankets 13 in advance, and leveling is to first row anchor cable hole absolute altitude;
S3: respective anchors cable drilling hole put into by the steel strand 9 of first row anchor cable and slip casting forms anchoring section 3;
S4: after anchorage mortar 11 solidifies, at least every 2 strands of steel strand 9 are bundled into guiding principle strand cable 4, guiding principle strand cable 4 equidistantly fixes " U " shape rigidity quarter butt 6, at the end winding support rigidity plate washer 5 of guiding principle twisted wire, completes the anti-corrosion treatment being embedded into the anchor cable steel strand cable 4, quarter butt 6 and the plate washer 5 that banket interior;
S5: by stretching for the steel strand cable 9 of every root anchor cable and the radial lay that scatters, and " U " shape quarter butt 6 and end baffle 5 are driven into below compacted fill layer, then banket by design lift height and tamp to second row anchor cable hole absolute altitude.
S6: repeat step S3-S5 to anchorage cable design height;
S7: complete top layer and banket and tamp to design elevation, and lay impervious barrier 8 within it.
Same reason, meeting under mortar depositing construction condition, the anchor cable hole inclination alpha of basement rock grouted part is as far as possible little, preferably not more than 10 °
What finally illustrate is, above preferred embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although by above preferred embodiment to invention has been detailed description, but those skilled in the art are to be understood that, various change can be made to it in the form and details, and not depart from claims of the present invention limited range.
Claims (8)
1. reinforce the anchor structure at high steep basement rock-embankment interface for one kind, it is characterized in that: described anchor structure is made up of anchor cable and steel strand cable, comprise anchoring section and radial canned paragraph two parts, anchoring section is fixed in stable basement rock, and radial canned paragraph is imbedded in filling body.
2. a kind of anchor structure reinforcing high steep basement rock-embankment interface according to claim 1, it is characterized in that: the steel tree lace of the single anchor cable in anchor structure is no less than 6 strands, imbed canned paragraph steel strand cable axle symmetrically horizontal radiation shape tiling centered by anchoring section boring of filling body, every root steel strand cable is at least made up of two strands of steel strand, and steel strand cable both sides radiation angle β is all no more than 30 °.
3. a kind of anchor structure reinforcing high steep basement rock-embankment interface according to claim 1, is characterized in that: every root steel strand cable of radial canned paragraph all equidistantly fixes multiple U-shaped rigidity quarter butt, is U-bend tune center with steel strand cable permanent position; Steel strand cable end winding support one rigid baffle; Quarter butt and plate washer are driven into fill stratum downwards.
4. a kind of anchor structure reinforcing high steep basement rock-embankment interface according to claim 1, it is characterized in that: anchor cable is quincunx on basement rock is domatic and level is in a row arranged, it is consistent with the layering absolute altitude that bankets that it often arranges absolute altitude, and namely anchor cable trestle column is the thickness of layered backfill.
5. a kind of anchor structure reinforcing high steep basement rock-embankment interface according to claim 4, is characterized in that: the impervious barrier being provided with 10-20cm in banketing above the row's anchor cable of top.
6. a kind of anchor structure reinforcing high steep basement rock-embankment interface according to claim 3, it is characterized in that: the height of U-shaped rigidity quarter butt is 5-10 times of steel strand cable sectional dimension, U-shaped clear span is slightly larger than the diameter of steel strand cable, be about 0.5-1m along steel strand cable arrangement pitch, quarter butt cross sectional dimensions is slightly larger than steel strand diameter; Rigid baffle adopts patty or rectangle, and cross-sectional maximum dimension is 2 times of U-shaped quarter butt height.
7. a kind of construction method of reinforcing the anchor structure at high steep basement rock-embankment interface as described in claim 1 to 6, is characterized in that: comprise the following steps:
Step one: lay and bore anchor cable hole;
Step 2: compacting bottom bankets in advance, and leveling is to first row anchor cable hole absolute altitude;
Step 3: respective anchors cable drilling hole put into by first row anchor cable and slip casting forms anchoring section;
At least every 2 strands of guiding principle twisted wires are bundled into guiding principle strand cable by step 4: after anchorage mortar solidifies, and guiding principle strand cable is fixed rigidity U-shaped quarter butt and end baffle, completes anti-corrosion treatment;
Step 5: stretching steel strand cable is also radially laid in filling body, is driven into below compacted fill layer, then bankets and tamp to second row anchor cable hole absolute altitude by U-shaped quarter butt and end baffle;
Step 6: repeat step 3 to step 5 to anchorage cable design height;
Step 7: complete top layer and banket and tamp to design elevation, and arrange impervious barrier within it.
8. a kind of construction method of reinforcing the anchor structure at high steep basement rock-embankment interface according to claim 7, is characterized in that: meeting under mortar depositing construction condition, the anchor cable hole inclination alpha of basement rock grouted part is as far as possible little, no more than 10 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410727503.9A CN104404972B (en) | 2014-12-03 | 2014-12-03 | Reinforce anchor structure and the construction method at high steep basement rock-embankment interface |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410727503.9A CN104404972B (en) | 2014-12-03 | 2014-12-03 | Reinforce anchor structure and the construction method at high steep basement rock-embankment interface |
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| CN104404972A true CN104404972A (en) | 2015-03-11 |
| CN104404972B CN104404972B (en) | 2016-08-24 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108951668A (en) * | 2018-08-16 | 2018-12-07 | 重庆市地质矿产勘查开发局208水文地质工程地质队（重庆市地质灾害防治工程勘查设计院） | Combined prevention and control system for slope landslide caused by fill slope underground water |
| CN109853519A (en) * | 2019-01-30 | 2019-06-07 | 山西三建集团有限公司 | The processing structure and processing method of ladder-like easy-weathering holystone layer substrate ground |
| CN115053788A (en) * | 2022-07-18 | 2022-09-16 | 唐山中地地质工程有限公司 | High and steep slope reinforcement greening device and method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001220740A (en) * | 2000-02-08 | 2001-08-17 | Maeda Corp | Structure for attaching ground anchor in anchor type earth-retaining construction method |
| CN101153493A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Compound structure of short beam-anchor stock for preventing and controlling collapse of side slope superficial lamella |
| CN103321223A (en) * | 2013-07-09 | 2013-09-25 | 中国水电顾问集团成都勘测设计研究院 | Expansion body, expansion-type grouting-free anchor rope device and anchor rope support method |
| CN203891014U (en) * | 2013-12-26 | 2014-10-22 | 深圳市工勘岩土工程有限公司 | Reverse pre-stressed anchor cable reinforcing structure |
-
2014
- 2014-12-03 CN CN201410727503.9A patent/CN104404972B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001220740A (en) * | 2000-02-08 | 2001-08-17 | Maeda Corp | Structure for attaching ground anchor in anchor type earth-retaining construction method |
| CN101153493A (en) * | 2006-09-29 | 2008-04-02 | 中国科学院地质与地球物理研究所 | Compound structure of short beam-anchor stock for preventing and controlling collapse of side slope superficial lamella |
| CN103321223A (en) * | 2013-07-09 | 2013-09-25 | 中国水电顾问集团成都勘测设计研究院 | Expansion body, expansion-type grouting-free anchor rope device and anchor rope support method |
| CN203891014U (en) * | 2013-12-26 | 2014-10-22 | 深圳市工勘岩土工程有限公司 | Reverse pre-stressed anchor cable reinforcing structure |
Non-Patent Citations (1)
| Title |
|---|
| 卢杰，汤永福等: "某高速公路水害高填方路堤综合处治工程实例", 《中国岩土锚固工程协会第十五次全国岩土锚固工程学术研讨会》, 31 December 2006 (2006-12-31) * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108951668A (en) * | 2018-08-16 | 2018-12-07 | 重庆市地质矿产勘查开发局208水文地质工程地质队（重庆市地质灾害防治工程勘查设计院） | Combined prevention and control system for slope landslide caused by fill slope underground water |
| CN109853519A (en) * | 2019-01-30 | 2019-06-07 | 山西三建集团有限公司 | The processing structure and processing method of ladder-like easy-weathering holystone layer substrate ground |
| CN115053788A (en) * | 2022-07-18 | 2022-09-16 | 唐山中地地质工程有限公司 | High and steep slope reinforcement greening device and method |
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| CN104404972B (en) | 2016-08-24 |
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