CN103924607B - Landslide self-adaptive anchoring system - Google Patents
Landslide self-adaptive anchoring system Download PDFInfo
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- CN103924607B CN103924607B CN201410192892.XA CN201410192892A CN103924607B CN 103924607 B CN103924607 B CN 103924607B CN 201410192892 A CN201410192892 A CN 201410192892A CN 103924607 B CN103924607 B CN 103924607B
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- anchor cable
- landslide
- anchoring
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Abstract
The invention provides a landslide adaptive anchoring system, which comprises: drilling, including the slide bed anchoring section, the free section, the slide body anchoring section and the hollow section which are arranged in sequence; the anchor cable extends from the anchoring section of the sliding bed to the anchoring section of the sliding body, and the upper end of the anchor cable is fixed at the upper end of the anchoring section of the sliding body; the sleeve is sleeved on the anchor cable and positioned in the free section, and two ends of the sleeve are sealed; and the adhesive is filled and solidified in the slide bed anchoring section, the free section and the slide body anchoring section. The invention is based on a tension anchor cable, and is provided with anchoring sections on both a slide bed and a slide body, wherein the position of a slide surface is set as a free section, and bidirectional anchoring is realized between the slide bed and the slide body by utilizing the residual sliding force of a landslide, so that the structures such as an anchoring long free section, an anchoring pier and the like are reduced, and the process of tensioning and locking is omitted, and the method can be used for reinforcing the deep landslide.
Description
Technical field
The present invention relates to geology field, particularly one landslide self adaptation anchor system.
Background technology
China's mountain region area accounts for more than 2/3rds of area, is one of country that mountain region disaster is more serious in the world.Generally investigate through national geological disaster, there are 280,000 many places geological disasters in the whole nation altogether growth.In geological disaster, landslide disaster distribution is the widest, occurrence frequency is the highest, it is maximum to endanger, and is the main object of China's hazards control.According to the national geological disaster circular of Ministry of Land and Resources's issue in 2006-2012 years, 2006-2012 years, there is geological disaster 207809 in China altogether, wherein comes down 158144, accounts for sum 76%.
For deep-level landslide disaster, also lack quick, economy, effectively preventing means at present, the means often adopted have draining, back-pressure, antiskid key, also have and use antislide pile and prestress anchorage cable.But because fixed section (anchoring section) buried depth of conventional antislide pile and prestress anchorage cable is too large, stake is long, and tens of rice is to nearly hundred meters easily with anchor cable length, and rationality of technique and economy is poor.And for shortening anchor cable length issue, because conventional anchor cable is at the structural property of domatic Shi Hanzhang, length can not be reduced on a large scale, cause the application difficult of the effective means of this preventing land slide of anchoring in deep-level landslide control thus.Meanwhile, when deep-level landslide disaster occurs, preventing land slide technical method is deficient in time, fast, is difficult to realize the reinforcement protection to deep-level landslide fast.Therefore, the present invention is intended to solve a deep-level landslide engineering fast preventing difficult problem, proposes deep-level landslide rapid reinforcement self adaptation anchoring.
Summary of the invention
The invention provides one and can make deep-level landslide consolidation process engineering more quick, economic, effective landslide self adaptation anchor system.
The invention provides a kind of landslide self adaptation anchor system, comprising: boring, comprises the sliding bed anchoring section, free segment, slipping mass bolting section and the emptying aperture section that set gradually; Anchor cable, extend to slipping mass bolting section, and the upper end of anchor cable is fixed on the upper end of slipping mass bolting section by sliding bed anchoring section; Sleeve pipe, is enclosed within anchor cable, and is positioned at free segment, the closed at both ends of sleeve pipe; Glue, filling is also solidificated in sliding bed anchoring section, free segment, slipping mass bolting section.
Further, also comprise: shutoff isolating frame, is positioned at free segment, the two ends of sleeve pipe are closed by shutoff isolating frame and locate, and anchor cable is erected on shutoff isolating frame.
Further, also comprise: stringing ring and tensioner ring, be provided with stringing ring and tensioner ring in sliding bed anchoring section and slipping mass bolting section, anchor cable is erected on stringing ring and tensioner ring.
Further, stringing ring and tensioner ring are provided with injected hole.
Further, the Grouting Pipe be arranged in injected hole is also comprised.
Further, also comprise: guiding cap, be positioned at the bottom of sliding bed anchoring section.
Further, also comprise: tail cap, be positioned at the upper end of slipping mass bolting section, for the upper end of fixing anchor cable.
Further, anticorrosion grease is provided with between sleeve pipe and anchor cable.
Further, the radical of anchor cable is determined by following formula:
N＝P/Tcos(α+β)
In formula: N is anchor cable radical; T is single anchorage cable design anchored force, KN/m; P is anchor cable setting position residual pushing force under least favorable load, KN/m; α is slide plane inclination angle, degree; β is anchor cable and horizontal plane angle, degree.
Further, the length sliding bed anchoring section and slipping mass bolting section is determined by following formula:
L
1＝(KP
t)/(πDC)
L
2＝(C
1L
1)/C
2
In formula: L
1for the length of sliding bed anchoring section, m; L
2for the length of slipping mass bolting section, m; K is safety factor; D is aperture, mm; C
1for glue and the adhesion strength of sliding bed rock mass, MPa; C
2for the adhesion strength of glue and gliding mass, MPa; Pt is design anchored force, KN/m.。
The present invention is based on tension type anchor cable, at sliding bed and gliding mass, all anchoring section is set, wherein, position of slip surface is set to free segment, landslide residual pushing force is utilized to realize bidirectional anchoring between sliding bed and gliding mass, reduce the structure such as the long free segment of anchoring and anchor pier, deduct tensioning fixation operation, can be used for deep-level landslide consolidation process.
Accompanying drawing explanation
Fig. 1 is the fundamental force system schematic diagram of the self adaptation anchor system in the present invention;
Fig. 2 is cut-away view of the present invention;
Fig. 3 is the A-A sectional drawing of Fig. 2;
Fig. 4 is the B-B sectional drawing of Fig. 2;
Fig. 5 is the C-C sectional drawing of Fig. 2.
Detailed description of the invention
Please refer to Fig. 1 to Fig. 5, a kind of landslide self adaptation anchor system, comprising: boring, comprises the sliding bed anchoring section 1, free segment 2, slipping mass bolting section 3 and the emptying aperture section that set gradually; Anchor cable 4, extend to slipping mass bolting section 3, and the upper end of anchor cable 4 is fixed on the upper end of slipping mass bolting section 3 by sliding bed anchoring section 1; Sleeve pipe 5, is enclosed within anchor cable 4, and is positioned at free segment 2, the closed at both ends of sleeve pipe 5; Glue 6, such as mortar etc., filling is also solidificated in sliding bed anchoring section 1, free segment 2, slipping mass bolting section 3.Such as, sleeve pipe 5 can be polyethylene pipe etc.
The present invention is based on tension type anchor cable, at sliding bed and gliding mass, all anchoring section is set, wherein, position of slip surface is set to free segment (such as, can reserve the free segment of 2-5 rice length at position of slip surface, and the two ends of sliding surface being anchoring section), landslide residual pushing force is utilized to realize bidirectional anchoring between sliding bed and gliding mass, reduce the structure such as the long free segment of anchoring and anchor pier, deduct tensioning fixation operation, can be used for deep-level landslide consolidation process.
Preferably, also comprise: shutoff isolating frame 7, be positioned at free segment 2, the two ends of sleeve pipe 5 are closed and location by shutoff isolating frame 7, and anchor cable 4 is erected on shutoff isolating frame 7.Like this, the two ends of free segment 2 are connected with two anchoring sections of both sides by shutoff isolating frame, and shutoff isolating frame, except playing stringing ring, also plays positioning plugging effect to sleeve pipe 5, avoid the excessive and glue 6 of grease to invade.
Preferably, also comprise: stringing ring 8 and tensioner ring 9, be provided with stringing ring 8 and tensioner ring 9 in sliding bed anchoring section 1 and slipping mass bolting section 3, anchor cable 4 is erected on stringing ring 8 and tensioner ring 9.Preferably, shutoff isolating frame 7 and stringing frame is measure-alike.
Preferably, stringing ring 8 and tensioner ring 9 are provided with injected hole 10.Preferably, the Grouting Pipe be arranged in injected hole 10 is also comprised.In the process of construction, Grouting Pipe can be installed by injected hole 10.Like this, can by glue 6 by Grouting Pipe injection hole.Grouting Pipe can be extracted out along with the carrying out of slip casting thereupon, also can retain in boring.
Preferably, also comprise: guiding cap 11, be positioned at the bottom of sliding bed anchoring section 1.
Preferably, also comprise: tail cap 12, be positioned at the upper end of slipping mass bolting section 3, for the upper end of fixing anchor cable 4.When casting anchor, head into anchor cable at tail cap 12 and Grouting Pipe overcoat galvanizing pipe, connect with joint between galvanizing pipe, after putting in place, extract galvanizing pipe.
Preferably, anticorrosion grease is provided with between sleeve pipe 5 and anchor cable 4.
Preferably, the radical of anchor cable 4 is determined by following formula:
N＝P/Tcos(α+β)
In formula: N is anchor cable radical; T is single anchorage cable design anchored force, KN/m; P is anchor cable setting position residual pushing force under least favorable load, KN/m; α is slide plane inclination angle, degree; β is anchor cable and horizontal plane angle, degree.
Preferably, according to the sectional area A of anchor cable
s, steel strand 14 radical n can be determined:
In formula: A
sfor the sectional area (m of anchor cable
2); T is design anchored force (kN); K is safety factor, value 2.0-4.0; f
ptkfor the tensile strength standard value (kPa) of steel strand, such as, can with reference to " landslide control engineering technique of design and construction specification " (DZ/T0219-2004) table 8, table 9; N is steel strand radical; D is steel strand diameter (mm).Especially, steel strand 14 can use garter spring 13 colligation.
Preferably, the length sliding bed anchoring section 1 and slipping mass bolting section 3 is determined by following formula:
L
1＝(KP
t)/(πDC)
L
2＝(C
1L
1)/C
2
In formula: L
1for the length of sliding bed anchoring section, m; L
2for the length of slipping mass bolting section, m; K is safety factor; D is aperture, mm; C
1for glue and the adhesion strength of sliding bed rock mass, MPa, such as, can with reference to " landslide control engineering technique of design and construction specification " (DZ/T0219-2004) Appendix D; C
2for the adhesion strength of glue and gliding mass, MPa, such as, can with reference to " landslide control engineering technique of design and construction specification " (DZ/T0219-2004) Appendix D; Pt is design anchored force, KN/m.
Detailed below construction method of the present invention to be described:
The first, through landslide engineering geologic prospect, after determining anchor cable installation position, carry out operation platform and set up;
The second, according to the requirement of self adaptation anchor Design, carry out the volume rope of anchor cable, and carry out anchor cable hole pore-creating, clear hole and verify.
Three, according to landslide sliding surface buried depth and anchoring section designing requirement, reserve the free segment of 2-5m length at position of slip surface, sliding surface two ends are anchoring section.
Four, free segment steel strand overcoat polyethylene pipe, the anticorrosion grease of casing pack; Stringing ring is established in free segment; Free segment two ends are by being connected with anchoring section with the shutoff isolating frame of stringing ring with size, and shutoff isolating frame, except playing the effect of stringing ring, also plays positioning plugging effect to polyethylene pipe, avoid the excessive and mortar of grease to invade.
When five, casting anchor, head into anchor cable at tail cap and Grouting Pipe overcoat galvanizing pipe, connect with joint between water pipe, after putting in place, extract water pipe.
Six, carry out slip casting to injected hole reserved in the middle part of anchor cable, slip casting terminates to slipping mass bolting section.
Below with a specific embodiment, work progress of the present invention is described:
A) field engineering geologic prospect is carried out to deep-level landslide, find out landslide Basic Geological Characteristics, determine deep-level landslide sliding surface position, buried depth, groundwater condition and sliding surface physical and mechanical parameter;
B) according to deep-level landslide exploration data, carry out landslide Stability Analysis and thrust under different operating mode and calculate;
C) calculate required anchor cable radical with Thrust of Landslide under least favorable Load Combination and single anchorage cable design anchored force, and it is long-pending to calculate anchor cable body section, determines steel strand radical, determines sliding bed and slipping mass bolting segment length L1 and L2;
D) refer to Fig. 2, according to designing requirement, adopt high strength low relaxed steel strand to carry out volume rope, cable body length meets free segment and two ends anchoring depth, and the above anchor cable of slipping mass bolting section can be removed, therefore, and can corresponding minimizing cable body length;
E) free segment steel strand overcoat polyethylene pipe, the anticorrosion grease of casing pack; Stringing ring is established in free segment; Free segment two ends are by being connected with anchoring section with the shutoff isolating frame of stringing ring with size, and shutoff isolating frame, except playing the effect of stringing ring, also plays positioning plugging effect to polyethylene pipe, avoid the excessive and mortar of grease to invade;
F) after anchor cable hole pore-creating completes, carry out anchor cable installation, anchor cable front end is placed guiding cap and is controlled anchor cable hand-hole direction;
When g) casting anchor, head into anchor cable at tail cap overcoat galvanizing pipe, connect with joint between water pipe, after putting in place, extract water pipe.
H) carry out slip casting to injected hole reserved in the middle part of anchor cable, slip casting terminates to slipping mass bolting section, without the need to stretch-draw, and the installation of self adaptation anchor structure.
Compared with prior art, the invention has the beneficial effects as follows: 1, deep-level landslide rapid reinforcement self adaptation anchoring of the present invention, realizes the effective Control Engineering to deep-level landslide; 2, control structure easy construction, practical, deducts conventional anchor cable stretching locking operation, improve speed of application, can be used for the emergency repair work of burst landslide disaster; 3, remove the structure such as the long free segment of deep-level landslide anchoring and anchor pier, reduce construction costs.
Claims (9)
1. come down a self adaptation anchor system, it is characterized in that, comprising:
Boring, comprise set gradually sliding bed anchoring section (1), free segment (2), slipping mass bolting section (3) and emptying aperture section;
Anchor cable (4), extend to described slipping mass bolting section (3), and the upper end of described anchor cable (4) is fixed on the upper end of described slipping mass bolting section (3) by described sliding bed anchoring section (1);
Sleeve pipe (5), is enclosed within described anchor cable (4), and is positioned at described free segment (2), the closed at both ends of described sleeve pipe (5);
Glue (6), filling is also solidificated in described sliding bed anchoring section (1), free segment (2), slipping mass bolting section (3);
The radical of described anchor cable (4) is determined by following formula:
N＝P/Tcos(α+β)
In formula:
N is anchor cable radical;
T is single anchorage cable design anchored force, KN/m;
P is anchor cable setting position residual pushing force under least favorable load, KN/m;
α is slide plane inclination angle, degree;
β is anchor cable and horizontal plane angle, degree.
2. landslide according to claim 1 self adaptation anchor system, is characterized in that, also comprise:
Shutoff isolating frame (7), be positioned at described free segment (2), the two ends of described sleeve pipe (5) are closed and location by described shutoff isolating frame (7), and described anchor cable (4) is erected on described shutoff isolating frame (7).
3. landslide according to claim 1 self adaptation anchor system, it is characterized in that, also comprise: stringing ring (8) and tensioner ring (9), be provided with described stringing ring (8) and tensioner ring (9) in described sliding bed anchoring section (1) and described slipping mass bolting section (3), described anchor cable (4) is erected on described stringing ring (8) and tensioner ring (9).
4. landslide according to claim 3 self adaptation anchor system, is characterized in that, described stringing ring (8) and tensioner ring (9) are provided with injected hole (10).
5. landslide according to claim 4 self adaptation anchor system, is characterized in that, also comprises the Grouting Pipe be arranged in described injected hole (10).
6. landslide according to claim 1 self adaptation anchor system, is characterized in that, also comprise: guiding cap (11), is positioned at the bottom of described sliding bed anchoring section (1).
7. landslide according to claim 1 self adaptation anchor system, is characterized in that, also comprise: tail cap (12), is positioned at the upper end of described slipping mass bolting section (3), for the upper end of fixing described anchor cable (4).
8. landslide according to claim 1 self adaptation anchor system, is characterized in that, is provided with anticorrosion grease between described sleeve pipe (5) and described anchor cable (4).
9. landslide according to claim 1 self adaptation anchor system, is characterized in that, described sliding bed anchoring section
(1) and the length of slipping mass bolting section (3) determined by following formula:
L
1＝(KP
t)/(πDC)
L
2＝(C
1L
1)/C
2
In formula:
L
1for the length of sliding bed anchoring section, m;
L
2for the length of slipping mass bolting section, m;
K is safety factor;
D is aperture, mm;
C
1for glue and the adhesion strength of sliding bed rock mass, MPa;
C
2for the adhesion strength of glue and gliding mass, MPa;
Pt is design anchored force, KN/m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410192892.XA CN103924607B (en) | 2014-05-08 | 2014-05-08 | Landslide self-adaptive anchoring system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410192892.XA CN103924607B (en) | 2014-05-08 | 2014-05-08 | Landslide self-adaptive anchoring system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103924607A CN103924607A (en) | 2014-07-16 |
| CN103924607B true CN103924607B (en) | 2016-03-02 |
Family
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410192892.XA Expired - Fee Related CN103924607B (en) | 2014-05-08 | 2014-05-08 | Landslide self-adaptive anchoring system |
Country Status (1)
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|---|---|
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Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104846824A (en) * | 2015-05-25 | 2015-08-19 | 曾庆义 | Protective rod, rod for concrete structure, manufacturing process of rod body and anchor rod |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2622251Y (en) * | 2003-03-21 | 2004-06-30 | 成都四海岩土工程有限公司 | Pressing/drawing composition type prestress anchorage cable |
| WO2005098165A1 (en) * | 2004-04-08 | 2005-10-20 | Hong Kong Fiberglass Technology Limited | Instrumented bars and system |
| CN2771297Y (en) * | 2005-01-28 | 2006-04-12 | 林新 | Antiskid pile |
| CN201411699Y (en) * | 2009-05-21 | 2010-02-24 | 王卫东 | Free type singe-aperture multi-anchor-head antiseptic prestressed tendon |
| CN201502061U (en) * | 2009-08-11 | 2010-06-09 | 湖北中建三局建筑工程技术有限责任公司 | Recoverable prestressing anchor rope with double anchor heads |
| CN102002957A (en) * | 2010-12-16 | 2011-04-06 | 广东交通职业技术学院 | Slope retaining structure |
-
2014
- 2014-05-08 CN CN201410192892.XA patent/CN103924607B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2622251Y (en) * | 2003-03-21 | 2004-06-30 | 成都四海岩土工程有限公司 | Pressing/drawing composition type prestress anchorage cable |
| WO2005098165A1 (en) * | 2004-04-08 | 2005-10-20 | Hong Kong Fiberglass Technology Limited | Instrumented bars and system |
| CN2771297Y (en) * | 2005-01-28 | 2006-04-12 | 林新 | Antiskid pile |
| CN201411699Y (en) * | 2009-05-21 | 2010-02-24 | 王卫东 | Free type singe-aperture multi-anchor-head antiseptic prestressed tendon |
| CN201502061U (en) * | 2009-08-11 | 2010-06-09 | 湖北中建三局建筑工程技术有限责任公司 | Recoverable prestressing anchor rope with double anchor heads |
| CN102002957A (en) * | 2010-12-16 | 2011-04-06 | 广东交通职业技术学院 | Slope retaining structure |
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| Publication number | Publication date |
|---|---|
| CN103924607A (en) | 2014-07-16 |
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