CN107023041A - Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect - Google Patents
Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect Download PDFInfo
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- CN107023041A CN107023041A CN201710201944.9A CN201710201944A CN107023041A CN 107023041 A CN107023041 A CN 107023041A CN 201710201944 A CN201710201944 A CN 201710201944A CN 107023041 A CN107023041 A CN 107023041A
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- landslide
- mass
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- reinforcing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Engineering & Computer Science (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)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of model test apparatus of anchor pole to reinforcing landslide-mass influential effect, artificial ram is filled out loess model and is positioned in model casing, is filled by loess compaction in layers, with a landslide surface, and landslide surface direction is along the long side of model casing；The anchor rod anchored analogue means is located at artificial rammer and fills out inside loess model and set up multiple rows of multiple row separately, and multiple displacement meters are fixed on the soil body that slope is pushed up by displacement meter support respectively；Multiple amesdials are separately fixed at side slope surface.The present invention is by setting different rock-bolt lengths and anchor rod anchored angle, so as to simulate the influence of the length and anchoring angle of anchor pole to reinforcing landslide-mass effect；The analysis to bolt anchorage slip mass is realized in displacement by monitoring and recording slip mass.The present invention can easily and effectively be directed to influence of the anchor pole to reinforcing landslide-mass effect under the conditions of different length and anchoring angle and simulate, and have important reference value for the safety precautions for formulating reinforcing landslide-mass technical standard and slip mass in slope project.
Description
Technical field
The present invention relates to the landslide disaster model test apparatus in a kind of Road-slope Project and architectural engineering, specifically relate to
And a kind of anchor pole is to the model test apparatus of reinforcing landslide-mass influential effect.
Background technology
With the broad development of highway construction, increasing complex working condition and construction difficult problem occur in succession, therewith
And the geological hazards come also more fade in work.Especially the stratum crushings such as China mountainous region in middle and western China, complex geologic conditions and
The region of climate variability, a large amount of build of traffic highway inevitably triggers landslide disaster, and nowadays in slope of highway
Largely reinforced using anchor pole in terms of reinforcing.But the research specifically in terms of anchor pole setting is not yet fully aware of, therefore has
Necessity does more in-depth study for anchor pole to reinforcing landslide-mass effect.
Correlation scholar is mainly theory for anchor pole angle and length to the research method of reinforcing landslide-mass effect both at home and abroad
Analytic approach, Method for Numerical and field monitoring method.Theoretical analysis are to utilize Mohr Coulomb's theory, by assuming to research
Model is simplified, but can not accurately consider the complex relationship between anchor pole and slip mass to a certain extent；Numerical simulation side
Method is generally required by large commercial software, and setting up for numerical model is complex.Further, since geotechnical testament instrument and equipment
Limitation is difficult to obtain accurate soil body physical and mechanical parameter, and the influence of the change logarithm value analog result of Soil Parameters is very big, because
This easily causes the deviation of result of calculation.Field monitoring method is one of important means when obtaining bolt anchorage slip mass, still
By the limitation such as instrument and equipment and artificial observation factor, fieldtesting results have certain deviation, while field monitoring needs to throw
Enter a certain amount of manpower and materials, live pre-buried testing element is very easy to be destroyed in construction, thus be delayed monitoring or even
Obtain fault monitoring information.
The content of the invention
Present invention aims to overcome that above-mentioned the deficiencies in the prior art, propose a kind of anchor pole to reinforcing landslide-mass influential effect
Model test apparatus, realize simulation to bolt anchorage slip mass, the change of accurate measurement landslide surface and consolidation effect, and
Analyzed.
The present invention uses following technical scheme to solve its technical problem：A kind of anchor pole is to reinforcing landslide-mass influential effect
Model test apparatus, including model casing, artificial ram fill out loess model, anchor rod anchored analogue means, multiple displacement meters, Duo Geqian
Divide table, multiple resistance strain gages, the model casing is made up of a bottom surface, four sides；The artificial rammer is filled out loess model and put
It is placed in model casing, is filled by loess compaction in layers, with a landslide surface, landslide surface direction is along the long side of model casing；The anchor
Bar anchoring analogue means is located at artificial rammer and fills out inside loess model and set up multiple rows of multiple row separately, and multiple displacement meters pass through displacement respectively
Meter support is fixed on the soil body on slope top；Multiple amesdials are separately fixed at side slope surface；Multiple resistance strain gages are along anchor pole side
To being uniformly pasted onto on the anchor pole of anchor rod anchored analogue means.
The model casing boundary lays plastic sheeting, the influence for reducing boundary effect.
The anchor rod anchored analogue means is filled out in artificial rammer is divided into anchoring section and free segment inside loess model, anchoring section leads to
Crossing slip casting makes dowel be bonded with surrounding soil, and free segment makes dowel be bonded with surrounding soil by filling sand.
The bolt simulation device is the tube-in-tube structure with fixing bolt, and the freedom of length can be realized within the specific limits
It is flexible, increase the practicality of bolt simulation device, for realizing experiment of the different rock-bolt lengths to landslide reinforcement effect.
One layer of vaseline is smeared on the landslide surface to realize the slip of simulation slip mass.
The amesdial on slope top, slopes middle part and toe is laid in, for measuring landslide horizontal sliding change.
Multiple displacement meters on the slope top of slip mass are arranged in, are used to monitor the vertical displacement that slope top occurs.
The beneficial effects of the invention are as follows：
The present invention compared with prior art, with following remarkable advantage：1st, this experiment test device can simple manual manufacture,
Popularity is good in related scientific research, and experimental test scheme has stronger autgmentability, can be further applicable to different anchor pole anchors
Gu under the conditions of bolt anchorage slip mass influential effect research in；2nd, the landslide surface analogue means of this experiment is located at artificial earth fill
In, to smear vaseline to carry out careful simulation to operating mode；3rd, lotus is applied by sequentially heap gaza bag in this experiment
Carry, situation is gradually formed simulate slip mass；4th, multiple displacement testers are introduced, can be accurate by the displacement to slip mass
Measurement, obtains bolt anchorage slip mass influential effect；5th, strain gage testing bolt deformation is used in this experiment, and with static
Strain measurement system, makes analog result more accurate, more credible；6th, carried out using this covering device to bolt anchorage slip mass shadow
Loud model test, can provide good consulting and suggestion, for bolt anchorage slip mass for Road-slope Project site operation
The safety precautions of technical standard and slip mass provides certain theoretical reference.
Brief description of the drawings
Model diagrammatic cross-sections of the Fig. 1 for the present invention in embodiment；
Fig. 2 is the anchor rod anchored analogue means of the invention in embodiment and foil gauge arrangement analogue means figure；
Fig. 3 is the slip mass amesdial arrangement front view of the invention in embodiment；
Slip mass slope top displacement meter arrangement top views of the Fig. 4 for the present invention in instances.
Embodiment
Below in conjunction with the accompanying drawings, the present invention is described in further detail by a preferred embodiment.
First, a model casing, artificial earth fill's model, a set of anchor rod anchored analogue means, a multiple displacements is made to survey
Try device.
Model diagrammatic cross-sections of the Fig. 1 for the present invention in embodiment, as shown in figure 1, model casing 18 is bottom surface, four sides
Face, interior space dimension is 3000mm × 2400mm × 2000mm（Length × width × height）, all faces use thickness for 20mm's
Clear glass is made, and to reduce boundary effect, plastic foil is laid in model casing both sides.Artificial earth fill's model is loess compaction in layers
Fill.Anchor pole 20~24 in the section arranged by mode in Fig. 1, wherein, the phase of anchor pole 20,21,22,23, the distance between 24
Deng row where, anchor pole 20 the domatic distance from top of anchor pole centre-to-centre spacing be row where 200mm, anchor pole 24 the domatic bottom of anchor pole centre-to-centre spacing
Portion's distance is also 200mm, is arranged in the equal distance model case side 200mm of anchor pole close to model casing side, and displacement meter passes through
Displacement support 19 is fixed, and displacement support 19 is fixed on the top of model casing 18, displacement meter 12,16 spacing 300mm, and displacement meter 16 is away from side
Domatic 50mm, amesdial 2 is fixed on away from 40mm immediately below the end center of anchor pole 20, and amesdial 5 is fixed in the end of anchor pole 22
Directly over the heart at 40mm, amesdial 8 is fixed on directly over the end center of anchor pole 24 at 40mm.
Anchor rod anchored analogue means of the Fig. 2 for the present invention in embodiment.As shown in Fig. 2 by taking anchor pole in Fig. 1 21 as an example.
Anchor pole uses anchoring section slip casting, and free segment fills the anchor pole of sand, and anchoring section slip casting accumulates to control by mortar segment body.The row of anchor pole 1 ~ 4
（From slope top to bottom of slope, i.e., arranged where anchor pole 20 ~ 23）Anchorage length is 300mm, and the 5th row's anchorage length is 200mm, anchor pole mortar
Unified label is M30, and dowel is common common14 HPB300, anchor hole uniform diameters are 12mm.Strain gauge edge on anchor pole
Anchor pole direction, upper and lower surface is alternately uniform to paste, the centre-to-centre spacing left end 10mm of foil gauge 25, anchoring section strain gauge 25,26,27,28,
29th, 30,31,32,33,34,35,36 center spacing is 20mm, and free segment strain gauge 37,38,39,40,41,42,43,44
Center spacing be 40mm, and the left free end threshold value of the centre-to-centre spacing of foil gauge 37 is 20mm, the model AX10 of foil gauge ×
5AA, strain measurement system model TST3826 static strain testing analysis systems.
The increase of Thrust of Landslide realizes that every grade of loading is identical by manual grading skill heap gaza bag, after every grade of loading in real time
Test and record data, carry out loading and recording next time after pending data is basicly stable.
Amesdial point layout front views of the Fig. 3 for the present invention in embodiment.Nine groups of amesdials are set altogether, amesdial 1,
2nd, 3 it is arranged at slope top；Amesdial 4,5,6 is positioned in the middle part of slopes；Amesdial 7,8,9 is positioned over bottom of slope, amesdial 1,4,7 and thousand
Point table 3,6,9 is away from side face edge away from for 150mm, and amesdial 1,2,3 and amesdial 7,8,9 are respectively 200mm away from slopes up-and-down boundary,
Spacing is with amesdial in Fig. 12,5,8 between amesdial 1,4,7, between amesdial 3,6,9 spacing with amesdial in Fig. 12,5,8,
Spacing between amesdial 1,4,7 and amesdial 2,5,8 is 1050mm, the spacing between amesdial 3,6,9 and amesdial 2,5,8
For 1050mm.
The be located at displacement meters that slope pushes up of the Fig. 4 for the present invention in instances arranges top view.8 displacement meters, displacement meter are set altogether
10~13 be respectively phase between 150mm, displacement meter 10~13 away from displacement meter 10~13 away from lower boundary 200mm, displacement meter 14~17
Adjacent displacement meter is apart from 500mm between 500mm, displacement meter 14~17 for adjacent displacement meter, and displacement meter 10,13 is away from right boundary
300mm, displacement meter 14,17 is away from right boundary 300mm.
It is listed below several situations simulated using the model casing of the present invention.
Simulation one：This simulation dowel anchoring angle is identical, but the different influences to reinforcing landslide-mass effect of anchorage length.
Three groups of identical sizes, artificial earth fill's model of identical soil property, the setting of landslide surface, the laying of displacement meter and the row of anchor pole are set
Number, columns, diameter, material and spacing also all same, the anchoring of anchor pole set angle all same, with the horizontal 20 °, three groups
Anchor pole is different in the length of anchoring section, respectively 1500mm, 2500,3500mm, but with group anchor pole set length be it is consistent,
Three groups of heap sand modes and loading velocity all same.Meet after above-mentioned condition, tested and draw data, analyze different anchorings
Influence of the length to reinforcing landslide-mass effect.
Simulation two：This simulation dowel anchoring angle is different, but the identical influence to reinforcing landslide-mass effect of anchorage length.
Three groups of identical sizes are set, artificial earth fill's model of identical soil property, the setting of landslide surface, the laying of displacement meter, the row of anchor pole,
Columns, diameter, material and spacing also all same, the anchoring of anchor pole set length to be 2500mm, and three groups of anchor pole is in anchorage angle
Be presented different on degree, be respectively 10 °, 20 °, 30 ° with horizontal plane angulation, but with group anchor pole set angle be it is consistent,
Three groups of heap sand modes and loading velocity all same.Meet after above-mentioned condition, tested and draw data, analyze different anchorings
Influence of the angle to reinforcing landslide-mass effect.
Embodiments of the present invention are illustrated above, but the present invention is not limited thereto, can also without departing from
Suitably changed in the range of the main points of the present invention.
Examples detailed above of the present invention passes through anchor pole different length and model test of the angle for reinforcing slip mass influential effect
Device, can obtain different rock-bolt lengths and anchor pole and set under angle conditions, the influence to reinforcing landslide-mass effect, so that compared with
Adequately obtain the technique effect of landslide surface displacement of the slip mass after bolt anchorage, soil body sedimentation and bolt deformation.
Claims (7)
1. a kind of anchor pole is to the model test apparatus of reinforcing landslide-mass influential effect, including model casing, it is artificial ram fill out loess model,
Anchor rod anchored analogue means, multiple displacement meters, multiple amesdials, multiple resistance strain gages, it is characterised in that：The model casing by
One bottom surface, four sides are constituted；The artificial rammer is filled out loess model and is positioned in model casing, is filled by loess compaction in layers,
With a landslide surface, landslide surface direction is along the long side of model casing；The anchor rod anchored analogue means is located at artificial rammer and fills out loess mould
Inside type and set up multiple rows of multiple row separately, multiple displacement meters are fixed on the soil body that slope is pushed up by displacement meter support respectively；Multiple thousand
Table is divided to be separately fixed at side slope surface；Multiple resistance strain gages are uniformly pasted onto the anchor of anchor rod anchored analogue means along anchor pole direction
On bar.
2. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Institute
State model casing boundary laying plastic sheeting, the influence for reducing boundary effect.
3. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Institute
State anchor rod anchored analogue means and filled out in artificial rammer and be divided into anchoring section and free segment inside loess model, anchoring section makes anchor by slip casting
Muscle is bonded with surrounding soil, and free segment makes dowel be bonded with surrounding soil by filling sand.
4. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Institute
Bolt simulation device is stated for the tube-in-tube structure with fixing bolt, freely stretching for length can be realized within the specific limits, is increased
The practicality of bolt simulation device, for realizing experiment of the different rock-bolt lengths to landslide reinforcement effect.
5. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Institute
State and smear one layer of vaseline on landslide surface to realize the slip of simulation slip mass.
6. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Cloth
The amesdial located at slope top, slopes middle part and toe, for measuring landslide horizontal sliding change.
7. anchor pole according to claim 1 is to the model test apparatus of reinforcing landslide-mass influential effect, it is characterised in that：Cloth
Multiple displacement meters on the slope top of slip mass are placed in, for monitoring the vertical displacement that slope top occurs.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710201944.9A CN107023041A (en) | 2017-03-30 | 2017-03-30 | Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710201944.9A CN107023041A (en) | 2017-03-30 | 2017-03-30 | Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107655740A (en) * | 2017-11-10 | 2018-02-02 | 山东科技大学 | The device and method of different anchorage angle joint plane shear strength test specimens can be tested by making |
| CN107748048A (en) * | 2017-12-18 | 2018-03-02 | 兰州理工大学 | Sash reinforcement with prestressed anchor side slope shaking table model device and construction method |
| CN109579657A (en) * | 2019-01-10 | 2019-04-05 | 杭州市电力设计院有限公司 | A kind of slope displacement monitoring device and monitoring method |
| CN111257101A (en) * | 2020-02-19 | 2020-06-09 | 东南大学 | Group anchor effect model test device and detection method |
| CN111287225A (en) * | 2020-02-20 | 2020-06-16 | 中南大学 | Anchor rod stress monitoring and reconstruction slope stability evaluation method for anchoring type slope |
| CN112095596A (en) * | 2020-11-03 | 2020-12-18 | 成都诺比侃科技有限公司 | Intelligent monitoring and early warning system and method for slope prestressed anchor rod based on cloud platform |
| CN112098211A (en) * | 2020-09-17 | 2020-12-18 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN112396936A (en) * | 2020-11-10 | 2021-02-23 | 中国矿业大学(北京) | Physical experiment model and method for rock slope collapse |
| CN113655204A (en) * | 2021-08-13 | 2021-11-16 | 重庆地质矿产研究院 | Artificial sliding bed suitable for hydrodynamic landslide model test and preparation method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003139673A (en) * | 2001-10-31 | 2003-05-14 | Bosai Giken Kogyo:Kk | Anchor test equipment and method |
| CN103645061A (en) * | 2013-11-28 | 2014-03-19 | 长安大学 | Lattice anchoring technology large-scale physical model test method |
| CN106284368A (en) * | 2016-08-10 | 2017-01-04 | 兰州理工大学 | A kind of recyclable assembled frame sawtooth anchor pole and construction method |
-
2017
- 2017-03-30 CN CN201710201944.9A patent/CN107023041A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003139673A (en) * | 2001-10-31 | 2003-05-14 | Bosai Giken Kogyo:Kk | Anchor test equipment and method |
| CN103645061A (en) * | 2013-11-28 | 2014-03-19 | 长安大学 | Lattice anchoring technology large-scale physical model test method |
| CN106284368A (en) * | 2016-08-10 | 2017-01-04 | 兰州理工大学 | A kind of recyclable assembled frame sawtooth anchor pole and construction method |
Non-Patent Citations (3)
| Title |
|---|
| 吴礼舟等: ""锚杆框架梁加固膨胀土边坡的数值模拟及优化"", 《岩土力学》 * |
| 徐光兴等: ""边坡动力特性与动力响应的大型振动台模型试验研究"", 《岩石力学与工程学报》 * |
| 韩冬冬等: ""滑坡防治格构式预应力锚杆模型试验研究"", 《岩土工程学报》 * |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107655740B (en) * | 2017-11-10 | 2024-01-12 | 山东科技大学 | Device and method for manufacturing test piece capable of testing shear strength of joint surfaces of different anchoring angles |
| CN107655740A (en) * | 2017-11-10 | 2018-02-02 | 山东科技大学 | The device and method of different anchorage angle joint plane shear strength test specimens can be tested by making |
| CN107748048A (en) * | 2017-12-18 | 2018-03-02 | 兰州理工大学 | Sash reinforcement with prestressed anchor side slope shaking table model device and construction method |
| CN109579657A (en) * | 2019-01-10 | 2019-04-05 | 杭州市电力设计院有限公司 | A kind of slope displacement monitoring device and monitoring method |
| CN111257101A (en) * | 2020-02-19 | 2020-06-09 | 东南大学 | Group anchor effect model test device and detection method |
| CN111257101B (en) * | 2020-02-19 | 2022-03-29 | 东南大学 | Group anchor effect model test device and detection method |
| CN111287225B (en) * | 2020-02-20 | 2021-05-07 | 中南大学 | Anchor rod stress monitoring and reconstruction slope stability evaluation method for anchoring type slope |
| CN111287225A (en) * | 2020-02-20 | 2020-06-16 | 中南大学 | Anchor rod stress monitoring and reconstruction slope stability evaluation method for anchoring type slope |
| CN112098211A (en) * | 2020-09-17 | 2020-12-18 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN112098211B (en) * | 2020-09-17 | 2021-08-06 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN112095596A (en) * | 2020-11-03 | 2020-12-18 | 成都诺比侃科技有限公司 | Intelligent monitoring and early warning system and method for slope prestressed anchor rod based on cloud platform |
| CN112396936A (en) * | 2020-11-10 | 2021-02-23 | 中国矿业大学(北京) | Physical experiment model and method for rock slope collapse |
| CN113655204A (en) * | 2021-08-13 | 2021-11-16 | 重庆地质矿产研究院 | Artificial sliding bed suitable for hydrodynamic landslide model test and preparation method |
| CN113655204B (en) * | 2021-08-13 | 2024-03-22 | 重庆地质矿产研究院 | Manual slide bed suitable for hydrodynamic landslide model test and preparation method |
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Application publication date: 20170808 |