CN106120809A - A kind of anchor pier structure and a kind of method reducing anchor cable load - Google Patents
A kind of anchor pier structure and a kind of method reducing anchor cable load Download PDFInfo
- Publication number
- CN106120809A CN106120809A CN201610664641.6A CN201610664641A CN106120809A CN 106120809 A CN106120809 A CN 106120809A CN 201610664641 A CN201610664641 A CN 201610664641A CN 106120809 A CN106120809 A CN 106120809A
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- China
- Prior art keywords
- anchor
- anchor pier
- anchor cable
- country rock
- boring
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Classifications
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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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of anchor pier structure and a kind of method reducing anchor cable load, belong to rock anchorage technical field, a kind of anchor pier structure that can monitor anchor cable load in real time is provided, and a kind of method reducing anchor cable load that anchor cable overload condition can be avoided to occur, the problem that can effectively solve to cause security incident due to anchor cable overload operation are provided.The present invention is by arranging corresponding ergometer, it is achieved that the real-time detection to anchor cable load.Further, when overloading at anchor cable or exceed setting value, holed by the country rock peripheral to anchor pier, to realize the unloading to anchor cable load.Therefore the present invention can realize the real-time anchor cable that controls and occur without the situation of overload after anchorage cable anchoring, and in the range of the load of anchor cable can be made to remain at reasonably.It addition, method of the present invention, its operating process is simple, and can realize the real-time monitoring to anchor cable load within the whole construction time, can improve the safety of construction.
Description
Technical field
The invention belongs to rock anchorage technical field, particularly relate to a kind of anchor pier structure and a kind of anchor cable load that reduces
Method.
Background technology
Along with western hydraulic engineering, hydroelectric project and traffic engineering development, increasing underground engineering will be built.In west
Under geology that portion is special and orographic condition, high-ground stress problem usually annoyings design and the excavation supporting construction of underground engineering,
And the steady in a long-term of underground rock cavern may be had influence on.
In the design of its support of underground hole group country rock, usually use prestress anchorage cable.But under large ground pressure,
In work progress, the deformation of country rock later stage is the biggest, if initial stage anchor cable with regard to stretch-draw to builder's tonnage, then enter one along with the later stage
By stages, country rock will progressively deform the excavation of step so that the anchor cable load of stretching construction transfinites, and then is easily caused steel strand wires
Rupture and cause security incident.
In prior art, when, after anchor cable installation, the most no longer anchor cable being carried out load measurement, thus resulting in cannot be real
Time the situation of change knowing anchor cable load, especially in later stage further work progress, owing to country rock further deforms,
Often lead to anchor cable load and the situation of overload occurs.But, owing to monitoring the situation of anchor cable overload the most timely, thus hold
The steel strand wires being easily caused in anchor cable rupture and cause security incident.
The problem easily overloaded for above-mentioned anchor cable, prior art takes to reserve anchor cable certain tonnage often, with
In post adaptation surrouding rock deformation, but at least there are following two problems in this technology:
If 1 anchor cable tonnage is reserved too many, and after final cavern excavation completes, anchor cable still may can not reach design
Load tonnage, then be huge waste；
If 2 anchor cable tonnages are reserved very little, if later stage surrouding rock deformation is relatively big, then anchor cable is appointed and so be there will be overload problems, because of
So there is potential safety hazard in this.
It addition, in prior art, conventional method carries out two times tensioning also by anchor cable, to guarantee that anchor cable occurs without
The problem of overload.But, steel strand wires would generally be caused certain damage by two times tensioning, and easily in two times tensioning process
The middle situation occurring that steel strand wires rupture.
Summary of the invention
Present invention solves the technical problem that and be to provide a kind of anchor pier structure that can monitor anchor cable load in real time, and provide one
Plant the method reducing anchor cable load that anchor cable overload condition can be avoided to occur, can effectively solve to cause due to anchor cable overload
The problem of security incident.
The technical solution adopted for the present invention to solve the technical problems is: a kind of anchor pier structure, including anchor pier, steel strand wires and
Locking device, described anchor pier is pressed on country rock, connects in one end of described steel strand wires is deep into the anchor hole of country rock and with country rock anchoring
Connecing, the other end of steel strand wires is locked on anchor pier by described locking device after anchor pier, also includes for measuring steel strand wires
The ergometer of stretching force, described ergometer is arranged between anchor pier and locking device.
Further: also include from the peripheral country rock surface of anchor pier to the boring being drilled with inside country rock.
Further: described boring is provided with multiple, multiple borings are distributed in the circumferentially-spaced that anchor pier is peripheral.
Further: the plurality of boring is symmetrical in the surrounding that anchor pier is peripheral.
Further: described bore inclining is arranged, and hole and be deep into the one end within country rock and be positioned at anchor pier along steel
In the region that on the length direction of twisted wire, projection is covered.
Further: the angle of inclination of described boring is 45 °.
Further: in boring, be injected with grouting body.
Anchor pier structure described in the invention described above provides the benefit that: by directly arranging corresponding dynamometry in anchor pier position
Meter, can realize the real-time measurement to steel twisted-line tension-force, can realize the real-time monitoring to anchor cable load.So, once monitor
When overloading to anchor cable or exceed setting value, corresponding control measure can be taked immediately, and then can effectively avoid safe thing
Therefore generation.
It addition, the present invention also provides for a kind of method reducing anchor cable load, using the knot of the anchor pier described in the invention described above
On the basis of structure, comprise the steps:
A, by ergometer monitoring steel strand wires real-time stretching force F；
B, when monitoring F more than setting value F0, from the peripheral country rock surface of anchor pier to country rock internal bore, with to anchor pier
Country rock around causes damage, makes the country rock around anchor pier cave in, and then reduces the real-time stretching force F of steel strand wires；Further, until
After the real-time stretching force F of steel strand wires decreases below setting value F0, stop boring.
Further: also include that step C, described step C are to inject grouting body in boring.
Further: in stepb, the mode that is drilled with of described boring uses the formula bore mode that fetches earth.
The method of reduction anchor cable load of the present invention provides the benefit that: by the stretching force of real-time monitoring steel strand wires
Size, can hole to the country rock that anchor pier is peripheral in time when anchor cable overloads or exceedes setting value, and it is right to be realized by boring
Country rock around anchor pier causes damage, makes the country rock around anchor pier cave in, and then reduces the real-time stretching force of steel strand wires, finally real
The now unloading to anchor cable load.Therefore the present invention can realize real-time control anchor cable and occur without overload after anchorage cable anchoring
Situation, and the load of anchor cable can be made to remain in the range of reasonably.It addition, by using side of the present invention
After method, it is not necessary to again anchor cable is carried out two times tensioning, thus steel strand wires are not resulted in any damage yet；And it is of the present invention
Method, its operating process is simple, and can realize the real-time monitoring to anchor cable load within the whole construction time, can improve the peace of construction
Quan Xing.It addition, the present invention also can in the latter stage of whole construction time, when surrouding rock deformation reached basicly stable after, then to hole into
Row grouting, to form grouting body, and then guarantees that rock mass is more stable.
Accompanying drawing explanation
Fig. 1 is the sectional view of anchor pier structure of the present invention；
Fig. 2 is the anchor pier structure of the present invention top view along steel strand wires length direction；
Figure is labeled as: anchor pier 1, ergometer 2, locking device 3, steel strand wires 4, boring 5, grouting body 6, country rock 7.
Detailed description of the invention
The present invention is further described with detailed description of the invention below in conjunction with the accompanying drawings.
As shown in Figures 1 and 2, a kind of anchor pier structure of the present invention, including anchor pier 1, steel strand wires 4 and locking device
3, described anchor pier 1 is pressed on country rock 7, in one end of described steel strand wires 4 is deep into the anchor hole of country rock 7 and with country rock 7 anchor connection,
The other end of steel strand wires 4 is locked on anchor pier 1 by described locking device 3 after anchor pier 1, also includes for measuring steel strand wires
The ergometer 2 of 4 stretching forces, described ergometer 2 is arranged between anchor pier 1 and locking device 3.
Wherein, ergometer 2 is the stretching force size for measuring steel strand wires 4, and informs measurement result to technical staff
A kind of survey tool.Heretofore described ergometer 2 can be the parts worked alone, and gets final product independent measurement and will measure
Result shows；Or ergometer 2 can be a sensor, then by by sensor with corresponding control system signal even
Connect, by showing again after its measurement result is flowed to control system.Certainly, if it is necessary, corresponding report also can be arranged
Alarm device, when the data that ergometer 2 records more than setting value time, control alarm device report to the police so that technical staff can and
Time know that anchor cable occurs in that the situation of overload.
It addition, the present invention also provides for a kind of method reducing anchor cable load, it uses the above-mentioned situation being provided with ergometer 2
Under anchor pier structure, and comprise the steps:
A, monitored the real-time stretching force F of steel strand wires 4 by ergometer 2；
B, when monitor F more than setting value F0 time, from country rock 7 surface of anchor pier 1 periphery to country rock 7 internal bore, with right
Country rock around anchor pier 1 causes damage, makes the country rock around anchor pier 1 cave in, and then reduces the real-time stretching force F of steel strand wires 4；And
And, during until the real-time stretching force F of steel strand wires 4 decreases below setting value F0, stop boring.
Certainly, the method reducing anchor cable load in the present invention, is to have used, i.e. after anchor cable has anchored installation
The one used in the case of the anchor cable overload that may cause due to the deformation further of country rock after anchorage cable anchoring reduces anchor
The method of Suo Zaihe.Therefore, actual before step A, anchor cable has anchored installation.
Wherein, so-called setting value F0, it will be appreciated that for the reference value set during anchorage cable design, be used for whether judging anchor cable
Reach design load；Generally, the design load of the desirable anchor cable of F0, or suitable take less than certain of design load
Value.
It addition, method of the present invention, being a process being constantly monitored and adjust, i.e. step A, B are one
The constantly process of circulation, and in stepb, when holing, it is also desirable to by constantly obtaining the real-time stretch-draw of steel strand wires 4
Power F judges whether to stop continuing drilling operation.Certainly, for step B, only when monitoring F more than setting value F0,
Hole the most accordingly, and then realize the unloading to anchor cable, it is ensured that F falls below the situation of F0.Certainly, if entering
Went after boring, and when the situation that F is more than setting value F0 occurring again along with the deformation further of country rock, then needed again to enter
The boring that row is suitable, so that F is again decreased to the situation less than F0.
It addition, in the above-mentioned methods, for the control of anchor cable load, typically only during whole engineering construction in, or
After person's construction time structure certain within the time limit of keep controlling；And at the end of the construction time or after the construction time terminates certain time,
Owing to now country rock has basically reached steady statue, thus in the time followed by, the possibility of country rock generation moderate finite deformation is general
Less, therefore without again the load of anchor cable being monitored or can control.Such as, as a example by underground cavern excavation, at excavation
During, the anchor cable of anchoring in each period can be carried out load monitoring, and use method of the present invention to control anchor cable not
Overload.And after whole cavern excavation engineering completes or after engineering completes half a year, the country rock that the most whole cavern is corresponding
The most basicly stable getting off, the later stage is substantially without bigger deformation occurs again；Now, can be in step A described in the invention described above
On the basis of step B, carrying out the operation of following steps C, described step C is to inject grouting body 6 in boring 5.Grouting body 6 can
For concrete or similar material；Its effect is the breaking surrounding rock that boring is caused before consolidation again, and then makes to bore
Country rock around hole consolidates again, to become more complete, can improve the stability of boring 5 surrounding country rocks.
It addition, in stepb, when holing, it is drilled with mode and preferably uses the formula bore mode that fetches earth；What is called fetches earth
Formula bore mode, refers to while boring, is discharged by the soil body (or rock mass etc.) corresponding to boring 5.The most preferably adopt
Holing with the formula bore mode of fetching earth, its reason is: in boring procedure, if using the non-formula bore mode that fetches earth, then can
Cause the extruding to the soil body in extending into the soil body due to rig, and then the load of anchor cable may be caused to increase further,
Cause anchor cable that the generation of bigger overload condition occurs.Therefore, by employing fetch earth formula bore mode time can effectively reduce or keep away
Exempt from the above-mentioned situation causing anchor cable load to increase due to boring procedure to occur.
It addition, for size, drilling hole amount and the drilling depth etc. of boring 5, those skilled in the art can be according to actual feelings
Depending on condition；It is said that in general, boring 5 is the biggest, drilling hole amount is the most, boring is the deepest, then the real-time stretching force F of steel strand wires 4 declines more
Many, the best to the unloading effect of anchor cable.It addition, when arranging multiple boring 5, the typically surrounding symmetry in anchor pier 1 periphery is divided
Cloth, so that the part country rock 7 around anchor pier 1 is damaged uniformly, makes caving in of this part country rock more uniform, and then makes
Anchor pier 1 is changed the most uniform by the counteracting force of country rock, and anchor pier 1 can be avoided to occur crooked situation to occur.
As shown in fig. 1, when arranging boring 5, typically boring 5 is obliquely installed, and holing 5, to be deep into country rock 7 deep
The one end at place is positioned at anchor pier 1 and projects the region covered along the length direction of steel strand wires 4.So, could by boring 5 to the greatest extent
The country rock 7 being corrupted to the corresponding part of anchor pier 1 of amount, and then play the purpose to anchor cable unloading.More specifically, boring can be set
The angle of inclination of 5 is about 45 °.
Certainly, anchor pier structure of the present invention and the method reducing anchor cable load, should except going for highland
Outside surrounding rock supporting under the conditions of power, it is possible to be applicable to the support engineering of other various employing prestressed cable anchorage modes.Example
As being applicable in the anchorage cable anchoring engineering that side slope is taked, it is possible to be applicable to the support engineering to surrounding rock of chamber.
Claims (10)
1. an anchor pier structure, including anchor pier (1), steel strand wires (4) and locking device (3), described anchor pier (1) is pressed in country rock (7)
On, in one end of described steel strand wires (4) is deep into the anchor hole of country rock (7) and with country rock (7) anchor connection, steel strand wires (4) another
One end is locked on anchor pier (1) by described locking device (3) afterwards through anchor pier (1), it is characterised in that: also include for measuring
The ergometer (2) of steel strand wires (4) stretching force, described ergometer (2) is arranged between anchor pier (1) and locking device (3).
2. anchor pier structure as claimed in claim 1, it is characterised in that: also include from peripheral country rock (7) surface of anchor pier (1) to
The internal boring (5) being drilled with of country rock (7).
3. anchor pier structure as claimed in claim 2, it is characterised in that: described boring (5) is provided with multiple, multiple borings (5)
In the circumferentially-spaced distribution that anchor pier (1) is peripheral.
4. anchor pier structure as claimed in claim 3, it is characterised in that: the plurality of boring (5) is in the surrounding of anchor pier (1) periphery
Symmetrical.
5. anchor pier structure as claimed in claim 2, it is characterised in that: described boring (5) is obliquely installed, and hole (5) are deep
The one end entered inside country rock (7) is positioned at anchor pier (1) and projects the region covered along the length direction of steel strand wires (4).
6. anchor pier structure as claimed in claim 5, it is characterised in that: the angle of inclination of described boring (5) is 45 °.
7. the anchor pier structure as according to any one of claim 2 to 6, it is characterised in that: in boring (5), it is injected with grouting body
(6)。
8. the method reducing anchor cable load, it is characterised in that: use the anchor pier structure described in the claims 1, including
Following steps:
A, by ergometer (2) monitoring steel strand wires (4) real-time stretching force F；
B, when monitoring F more than setting value F0, from peripheral country rock (7) surface of anchor pier (1) to country rock (7) internal bore, with
Anchor pier (1) country rock around is caused damage, makes anchor pier (1) country rock around cave in, and then reduce opening in real time of steel strand wires (4)
Pulling force F；Further, until after the real-time stretching force F of steel strand wires (4) decreases below setting value F0, stopping boring.
9. the method reducing anchor cable load as claimed in claim 8, it is characterised in that: also include that step C, described step C are
Grouting body (6) is injected in boring (5).
10. the method reducing anchor cable load as claimed in claim 8 or 9, it is characterised in that: in stepb, described boring
The mode of being drilled with uses the formula bore mode that fetches earth.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610664641.6A CN106120809A (en) | 2016-08-12 | 2016-08-12 | A kind of anchor pier structure and a kind of method reducing anchor cable load |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610664641.6A CN106120809A (en) | 2016-08-12 | 2016-08-12 | A kind of anchor pier structure and a kind of method reducing anchor cable load |
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| Publication Number | Publication Date |
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| CN106120809A true CN106120809A (en) | 2016-11-16 |
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| CN201610664641.6A Pending CN106120809A (en) | 2016-08-12 | 2016-08-12 | A kind of anchor pier structure and a kind of method reducing anchor cable load |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07197457A (en) * | 1992-12-23 | 1995-08-01 | Suspa Spannbeton Gmbh | Structural element, particularly tensile strength unit of soil or rock anchor, pressureproof unit of pile, prestressed concrete structure and monitor for clamping unit for diagonal cable bridge rope |
| TW200514972A (en) * | 2003-10-22 | 2005-05-01 | Kuo-Chen Yang | Pre-tensioning beam, its anchor head and its trench type force measuring device |
| CN201056703Y (en) * | 2007-04-26 | 2008-05-07 | 中国科学院武汉岩土力学研究所 | Pressure dispersion type monitoring device for applied force condition of anchor wire |
| CN201236341Y (en) * | 2008-06-20 | 2009-05-13 | 王菁晓 | Full-automatic telecontrol monitoring and early warning system for pre-stress of anchor cable or anchor stock |
| CN101787717A (en) * | 2010-03-13 | 2010-07-28 | 中铁西北科学研究院有限公司 | Controllable accurate combined inclination correction method |
| CN102392443A (en) * | 2011-10-19 | 2012-03-28 | 山东科技大学 | Construction technique for high-slope pressure-dispersed pre-stressed anchor cable |
| CN205934933U (en) * | 2016-08-12 | 2017-02-08 | 中国电建集团成都勘测设计研究院有限公司 | Anchor pier structure |
-
2016
- 2016-08-12 CN CN201610664641.6A patent/CN106120809A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07197457A (en) * | 1992-12-23 | 1995-08-01 | Suspa Spannbeton Gmbh | Structural element, particularly tensile strength unit of soil or rock anchor, pressureproof unit of pile, prestressed concrete structure and monitor for clamping unit for diagonal cable bridge rope |
| TW200514972A (en) * | 2003-10-22 | 2005-05-01 | Kuo-Chen Yang | Pre-tensioning beam, its anchor head and its trench type force measuring device |
| CN201056703Y (en) * | 2007-04-26 | 2008-05-07 | 中国科学院武汉岩土力学研究所 | Pressure dispersion type monitoring device for applied force condition of anchor wire |
| CN201236341Y (en) * | 2008-06-20 | 2009-05-13 | 王菁晓 | Full-automatic telecontrol monitoring and early warning system for pre-stress of anchor cable or anchor stock |
| CN101787717A (en) * | 2010-03-13 | 2010-07-28 | 中铁西北科学研究院有限公司 | Controllable accurate combined inclination correction method |
| CN102392443A (en) * | 2011-10-19 | 2012-03-28 | 山东科技大学 | Construction technique for high-slope pressure-dispersed pre-stressed anchor cable |
| CN205934933U (en) * | 2016-08-12 | 2017-02-08 | 中国电建集团成都勘测设计研究院有限公司 | Anchor pier structure |
Non-Patent Citations (1)
| Title |
|---|
| 李仲奎等: "锦屏一级水电站地下厂房洞室群稳定性分析与思考", 《岩石力学与工程学报》 * |
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Application publication date: 20161116 |
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