CN107503361A - A kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method - Google Patents
A kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method Download PDFInfo
- Publication number
- CN107503361A CN107503361A CN201710668426.8A CN201710668426A CN107503361A CN 107503361 A CN107503361 A CN 107503361A CN 201710668426 A CN201710668426 A CN 201710668426A CN 107503361 A CN107503361 A CN 107503361A
- Authority
- CN
- China
- Prior art keywords
- rock
- stratum
- slope
- monitoring
- soft
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- 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
-
- 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
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
Landscapes
- 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)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Geophysics And Detection Of Objects (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, according to drill hole sampling result, in concordant rock stratum, soft layer interface arranges multiple strain gauges, then according to drill hole sampling and monitoring ultrasonic interpretation of result, slip casting is implemented to soft stratum, chooses corresponding suspension roof support or anchor pole, anchor cable coordinates support form；After the completion for the treatment of internal rock stratum grouting and reinforcing, side slope surface is implemented whitewashing and reinforced.Side slope type is judged based on drill hole sampling and monitoring ultrasonic, effective supporting measure is taken according to side slope type, and implement slide surface stress monitoring with monitor for stress, bedding rock sloper effective support can be realized, being reinforced for similar rock slope with along layer near cut has directive function.
Description
Technical field
The present invention relates to side slope consolidation projects field, more particularly to a kind of rock slope with along layer near cut soft layer stress monitoring and enclose
Rock reinforcement means.
Background technology
In beded rock mass engineering, rock slope with along layer near cut is often met in railway, highway, surface mining and water conservancy construction
The engineering arrived.It could not also reach at present and right as rain understanding and evaluation, concordant rock matter are carried out to the stability of rock slope with along layer near cut
Slope Design is always the technical barrier for perplexing project planner.Bedding rock sloper refers to the tendency in side slope direction and stratiform basement rock
Close or side slope unanimous on the whole.Bedding rock sloper can be divided into following four classes according to different characteristics：(1) can be divided into by side slope lithology
Soft rockmass, hard rock etc..(2) single lithology, double-deck and alternating layers side slope can be divided into by rock stratum characteristics of combination.(3) formation dip is pressed
Big I is divided into low-angle dip, middle inclination angle, steep dip side slope.(4) thin layer, medium bed, thick-layer, huge thick-layer can be divided into by depth of stratum
Side slope.
For the slope project containing soft stratum, soft stratum developmental joint fissure, influenceed, destroyed by engineering construction
The slope of original poised state, while the side slope for excavating formation generates and faces dummy section, cause the integrality of slope rock mass to drop
It is low；In addition, when incompetent bed thickness in monolayer is larger, the stability of side slope is largely controlled by the mechanical property of soft rock.Shadow
The principal element for ringing stability of slope is effect and the Weathering Zones of Igneous Rock situation of water.After slope excavating, rock mass is to facing short side to hair before slope
Raw shear creep, the development of its trailing edge is from the domatic drawing crack developed to deep, if rain penetrates into crack, will produce powerful quiet
Water pressure, while soft rock meets water intensity decreases, it is possible to triggering bedding plane landslide.At present, most common slope failure mode
Belong to sliding --- drawing crack failure mode.This kind of deformation failure is mainly Slope Rock Mass along the weak bedding surface that underlies to free face direction
Slide, and slide mass drawing crack is disintegrated.Slope failure process depends on occurrence and the characteristic of rock slope with along layer near cut structural plane, works as cunning
Moving towards free face direction inclination angle has been enough to make the sliding force of top covering rockmass to exceed the actual shear resistance in the face, then the face once
Sky is faced in exposure, once there is i.e. rapid slide in trailing edge drawing crack face.
The reinforcing side slope technique commonly used at present in engineering mainly uses friction pile and grouted anchor bar (rope) grouting and reinforcing etc., energy
Effective support enough is provided for shallow-layer Weak face, but for concordant rock homogenous rock stratum, in particular for soft stratum thickness and internal rock
The indefinite slope retaining of body fractured zones is ineffective, in confused situation to concordant rock stratum soft layer interface stress true in addition,
The long-term supporting effect of prop can not be grasped, can not judge whether to need later stage reinforcement supporting.Therefore, prior art is up for more
It is further to improve and develop.
The content of the invention
In view of above-mentioned the deficiencies in the prior art, it is an object of the invention to provide a kind of rock slope with along layer near cut weakness ply stress
Monitoring and surrounding rock consolidation method, to realize stress monitoring in rock slope with along layer near cut soft layer slipping.
In order to solve the above technical problems, the present invention program includes：
A kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, it comprises the following steps：
A, rock sampling is carried out using rig, rig drilling direction is perpendicular to concordant inclination of strata direction, with reference to rock sample feelings
Condition, judge rock stratum lithology, each concordant depth of stratum, the number of plies and soft stratum distribution situation；
B, soft stratum and rock stratum internal crack distribution situation are further detected using nonmetal ultrasonic detector；
C, according to drill hole sampling result, in concordant rock stratum, soft layer interface arranges multiple strain gauges, monitors rock stratum
Rockbolt stress situation during the changing of the relative positions, it is determined that taking later stage Reinforcement to corresponding anchor pole；
D, according to drill hole sampling and monitoring ultrasonic interpretation of result, slip casting is implemented to soft stratum；
E, according to depth of stratum, the concordant rock stratum number of plies and soft stratum position, corresponding suspension roof support or anchor pole, anchor are chosen
Suo Peihe support forms；
F, after the completion for the treatment of internal rock stratum grouting and reinforcing, side slope surface is implemented whitewashing and reinforced, and prevents surface rock stratum from being rushed by rainwater
Destruction caused by brush.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps A is specifically gone back
Including：
Rig is crept into along perpendicular to concordant inclination of strata direction, is analyzed each concordant rock stratum lithology, is measured depth of stratum, and obtain
Take soft layer position and thickness.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps B is specifically gone back
Including：
Using nonmetal ultrasonic detector, detector includes emitter and reception device, and performance test probe is supporting
Extensible copper pipe test probe is sent into bottom hole, using charging pipe to drill water-filling；Move holes survey during monitoring at the same speed together
Probe header, until transducer completely disengages drilling, record SVEL every 20cm readings once.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps C is specifically gone back
Including：
According to concordant rock stratum interlayer boundary face thickness, monitoring device width is set, the monitoring device is existed by screw threaded arrangement
On the body of rod, screw position is according to depending on interface location；Strain gauge is provided with inside monitoring device, for monitoring concordant rock stratum
Weakness moves past in journey to shear stress caused by anchor pole layer by layer.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps D is specifically gone back
Including：
According to drill hole sampling and monitoring ultrasonic, judge soft stratum position and internal crack distribution situation, determine slip casting
Hole site.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps E is specifically gone back
Including：
According to drill hole sampling situation, nature of ground, thickness and the number of plies are judged, according to the rational supporting shape of side slope type selecting
Formula.
Described rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, wherein, above-mentioned steps F is specifically gone back
Including：Surface reinforcing is carried out using concrete mortar.
A kind of rock slope with along layer near cut soft layer stress monitoring provided by the invention and surrounding rock consolidation method, based on drill hole sampling
And monitoring ultrasonic judges side slope type, effective supporting measure is taken according to side slope type, and it is real with monitor for stress
Slide surface stress monitoring is applied, bedding rock sloper effective support can be realized, reinforces to have for similar rock slope with along layer near cut and instructs to make
With foundation drill hole sampling and monitoring ultrasonic, reasonable Arrangement reinforcement form and slip casting position, rock slope with along layer near cut weakness is realized
Stress monitoring in layer slipping, being reinforced for rock slope with along layer near cut has directive function.
Brief description of the drawings
Fig. 1 is anchor pole and monitor for stress schematic diagram in the present invention；
Fig. 2 is anchor pole and monitor for stress profile in the present invention；
Fig. 3 is the slope reinforcement schematic diagram of the competent bed of single lithology rock stratum in the present invention；
Fig. 4 is the slope reinforcement schematic diagram of the soft stratum of single lithology rock stratum in the present invention；
Fig. 5 is the slope reinforcement schematic diagram of double-deck lithology one in the present invention；
Fig. 6 is the slope reinforcement schematic diagram of double-deck lithology two in the present invention；
Fig. 7 is the slope reinforcement schematic diagram of double-deck lithology three in the present invention；
Fig. 8 is the slope reinforcement schematic diagram of three layers of lithology one in the present invention；
Fig. 9 is the slope reinforcement illustrative method of three layers of lithology two in the present invention.
Marginal data, 1- anchor poles (rope) body of rod, 2- monitor for stress, 3- anchor poles, 4- anchor cables.
Embodiment
The invention provides a kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, to make the present invention's
Purpose, technical scheme and effect are clearer, clear and definite, and the present invention is described in more detail below.It should be appreciated that this place is retouched
The specific embodiment stated only to explain the present invention, is not intended to limit the present invention.
The invention provides a kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, and it includes following step
Suddenly：
Step 1: carrying out rock sampling using rig, rig drilling direction is perpendicular to concordant inclination of strata direction, with reference to rock
Sample situation, judge rock stratum lithology, each concordant depth of stratum, the number of plies and soft stratum distribution situation；
Step 2: soft stratum and rock stratum internal crack distribution feelings are further detected using nonmetal ultrasonic detector
Condition；
Step 3: according to drill hole sampling result, in concordant rock stratum, soft layer interface arranges multiple strain gauges, monitoring
Rockbolt stress situation during Rock Bed Dislocation, it is determined that taking later stage Reinforcement to corresponding anchor pole；
Step 4: according to drill hole sampling and monitoring ultrasonic interpretation of result, slip casting is implemented to soft stratum；
Step 5: according to depth of stratum, the concordant rock stratum number of plies and soft stratum position, corresponding suspension roof support or anchor are chosen
Bar, anchor cable coordinate support form；
Step 6: after the completion for the treatment of internal rock stratum grouting and reinforcing, side slope surface is implemented whitewashing and reinforced, and prevents surface rock stratum by rain
Water destroys caused by washing away.
Further, above-mentioned steps one specifically also include：Rig is crept into along perpendicular to concordant inclination of strata direction, point
Each concordant rock stratum lithology is analysed, measures depth of stratum, and obtains soft layer position and thickness.Above-mentioned steps two specifically also include：
Using nonmetal ultrasonic detector, detector includes emitter and reception device, and performance test probe is supporting
Extensible copper pipe test probe is sent into bottom hole, using charging pipe to drill water-filling；Move holes survey during monitoring at the same speed together
Probe header, until transducer completely disengages drilling, record SVEL every 20cm readings once.
Further, above-mentioned steps three specifically also include：
According to concordant rock stratum interlayer boundary face thickness, monitoring device width is set, the monitoring device is existed by screw threaded arrangement
On the body of rod, screw position is according to depending on interface location；Strain gauge is provided with inside monitoring device, for monitoring concordant rock stratum
Weakness moves past in journey to shear stress caused by anchor pole layer by layer.And above-mentioned steps four specifically also include：According to drill hole sampling and
Monitoring ultrasonic, judge soft stratum position and internal crack distribution situation, determine slip casting hole site.Above-mentioned steps five are specific
Also include：According to drill hole sampling situation, nature of ground, thickness and the number of plies are judged, according to the rational supporting shape of side slope type selecting
Formula.Above-mentioned steps six specifically also include：Surface reinforcing is carried out using concrete mortar.
In order to which the present invention is described in further detail, it is exemplified below more detailed embodiment and illustrates.
(1) rock stratum samples：Rig is crept into along perpendicular to concordant inclination of strata direction, is analyzed each concordant rock stratum lithology, is measured
Depth of stratum, make a record.
(2) monitoring ultrasonic：Using nonmetal ultrasonic detector, detector includes emitter and reception device, fortune
Test probe is sent into bottom hole with test probe supporting extensible copper pipe, using charging pipe to the water-filling that drills；During monitoring simultaneously
Synchronized mobile holes test probe, until transducer completely disengages drilling, record SVEL every 20cm readings once.
(3) monitor for stress is arranged：As shown in Figure 1 and Figure 2, foundation concordant rock stratum interlayer boundary face thickness (i.e. L),
Monitoring device width is designed, the monitoring device is by screw threaded arrangement on the body of rod, and screw position is according to depending on interface location；Separately
Strain gauge is provided with inside external monitor device, it is main to monitor during concordant rock stratum layer moves to shear stress caused by anchor pole.
(4) injected hole and range of grouting are related to：According to drill hole sampling and monitoring ultrasonic, soft stratum position and interior is judged
Portion's fractured zones situation, determines slip casting hole site.According to drill hole sampling and monitoring ultrasonic interpretation of result, soft stratum is implemented
Slip casting；
(5) slope reinforcement：According to drill hole sampling situation, judge that nature of ground and thickness, single rock stratum use suspension roof support,
Concordant rock stratum (2 layers) surface layer thickness does not use suspension roof support very much, if the concordant rock stratum number of plies is excessive, is coordinated using anchor pole, anchor cable
Supporting.
(6) side slope surface is whitewashed：After the completion for the treatment of internal rock stratum grouting and reinforcing, side slope surface is implemented whitewashing and reinforced, and prevents table
Face rock stratum is damaged by rain drop erosion.
Embodiment 1
It is as shown in Figure 3 when rock stratum is competent bed for single rock stratum slope reinforcement, using suspension roof support；If
When rock stratum is soft stratum as shown in Figure 4, anchor pole, anchor cable need to be used to coordinate supporting, and implement different depth slip casting, surface rock
Layer gunite concrete mortar.
Embodiment 2
For double-deck rock stratum slope reinforcement, if two layers of rock stratum is competent bed and surface depth of stratum is little, using anchor
Bar supporting, as shown in Figure 5, and be in slide surface position on anchor rod body and arrange monitor for stress, monitoring rock stratum has a common boundary
Face stress situation；If surface rock stratum is larger, using cable bolting, other operate same suspension roof support.
If two layers of rock layer surface rock stratum is soft stratum and surface depth of stratum is little, as shown in Figure 5, using anchor pole branch
Simultaneously slip casting is protected, and is in slide surface position on anchor rod body and arranges monitor for stress；If surface rock stratum is larger, such as Fig. 6 institutes
Show, using cable bolting, other operate same suspension roof support.
If two layers of rock layer surface rock stratum is competent bed, and internal rock stratum is soft stratum；(1) surface depth of stratum is little
As shown in fig. 7, coordinating supporting and slip casting using anchor pole, anchor cable, and it is in slide surface position on anchor rod body and arranges stress prison
Survey device；If surface rock stratum is larger or is for two layers soft stratum, as shown in fig. 6, using cable bolting and slip casting, other operations
Same suspension roof support.
Example 3
For alternating layers rock stratum slope reinforcement, if three layers of rock stratum are competent bed and surface depth of stratum is little, such as Fig. 8 institutes
Show, using suspension roof support, and be in slide surface position on anchor rod body and arrange monitor for stress；If three layers of depth of stratum
Larger, using cable bolting, other operate same suspension roof support.
If three layers of rock layer surface rock stratum are soft stratum and surface depth of stratum is little, as shown in Figure 9, using anchor pole branch
Simultaneously slip casting is protected, and is in slide surface position on anchor rod body and arranges monitor for stress；If surface rock stratum is larger, using anchor cable
Supporting, other operate same suspension roof support.
If rock stratum is soft stratum among three layers of rock stratum；(1) surface depth of stratum is little, coordinates branch using anchor pole, anchor cable
Simultaneously slip casting is protected, and is in slide surface position on anchor rod body and arranges monitor for stress；If surface rock stratum is larger, using anchor cable
Supporting and slip casting, other operate same suspension roof support.
Certainly, described above is only presently preferred embodiments of the present invention, and the present invention is not limited to enumerate above-described embodiment, should
When explanation, any those skilled in the art are all equivalent substitutes for being made, bright under the teaching of this specification
Aobvious variant, all falls within the essential scope of this specification, ought to be protected by the present invention.
Claims (7)
1. a kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method, it comprises the following steps：
A, rock sampling is carried out using rig, rig drilling direction, with reference to rock sample situation, is sentenced perpendicular to concordant inclination of strata direction
Determine rock stratum lithology, each concordant depth of stratum, the number of plies and soft stratum distribution situation；
B, soft stratum and rock stratum internal crack distribution situation are further detected using nonmetal ultrasonic detector；
C, according to drill hole sampling result, in concordant rock stratum, soft layer interface arranges multiple strain gauges, monitors Rock Bed Dislocation
During rockbolt stress situation, it is determined that taking later stage Reinforcement to corresponding anchor pole；
D, according to drill hole sampling and monitoring ultrasonic interpretation of result, slip casting is implemented to soft stratum；
E, according to depth of stratum, the concordant rock stratum number of plies and soft stratum position, choose corresponding suspension roof support or anchor pole, anchor cable are matched somebody with somebody
Close support form；
F, after the completion for the treatment of internal rock stratum grouting and reinforcing, side slope surface is implemented whitewashing and reinforced, and prevents surface rock stratum from being made by rain drop erosion
Into destruction.
2. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps A specifically also includes：
Rig is crept into along perpendicular to concordant inclination of strata direction, is analyzed each concordant rock stratum lithology, is measured depth of stratum, and obtains soft
Weak layer position and thickness.
3. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps B specifically also includes：
Using nonmetal ultrasonic detector, detector includes emitter and reception device, performance test pop one's head in it is supporting can
Test probe is sent into bottom hole by spreading copper pipe, using charging pipe to the water-filling that drills；Holes test is moved during monitoring at the same speed together to visit
Head, until transducer completely disengages drilling, record SVEL every 20cm readings once.
4. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps C specifically also includes：
According to concordant rock stratum interlayer boundary face thickness, monitoring device width is set, and the monitoring device is by screw threaded arrangement in the body of rod
On, screw position is according to depending on interface location；Strain gauge is provided with inside monitoring device, for monitoring concordant rock stratum weakness
To shear stress caused by anchor pole during moving layer by layer.
5. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps D specifically also includes：
According to drill hole sampling and monitoring ultrasonic, judge soft stratum position and internal crack distribution situation, determine slip casting hole position
Put.
6. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps E specifically also includes：
According to drill hole sampling situation, nature of ground, thickness and the number of plies are judged, according to the rational support form of side slope type selecting.
7. rock slope with along layer near cut soft layer stress monitoring according to claim 1 and surrounding rock consolidation method, it is characterised in that
Above-mentioned steps F specifically also includes：Surface reinforcing is carried out using concrete mortar.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710668426.8A CN107503361B (en) | 2017-08-08 | 2017-08-08 | Bedding rock slope weak layer stress monitoring and surrounding rock reinforcing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710668426.8A CN107503361B (en) | 2017-08-08 | 2017-08-08 | Bedding rock slope weak layer stress monitoring and surrounding rock reinforcing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107503361A true CN107503361A (en) | 2017-12-22 |
| CN107503361B CN107503361B (en) | 2020-03-31 |
Family
ID=60690499
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710668426.8A Active CN107503361B (en) | 2017-08-08 | 2017-08-08 | Bedding rock slope weak layer stress monitoring and surrounding rock reinforcing method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107503361B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110398784A (en) * | 2019-08-07 | 2019-11-01 | 中铁四局集团第四工程有限公司 | A kind of Tunnel Passing fault belt Assessment of Surrounding Rock Stability method |
| CN111794253A (en) * | 2020-07-20 | 2020-10-20 | 卢金 | Method for reinforcing high slope of broken rock mass by using prestressed anchor cables |
| CN112160319A (en) * | 2020-10-15 | 2021-01-01 | 三峡大学 | Self-adjusting anchor rod device and method for reinforcing laminar wading rock body of falling zone |
| CN112878340A (en) * | 2021-01-13 | 2021-06-01 | 中铁十六局集团路桥工程有限公司 | Slope reinforcement construction method with intelligent monitoring system |
| CN114541425A (en) * | 2022-02-10 | 2022-05-27 | 中煤科工集团沈阳设计研究院有限公司 | Method for replacing and reinforcing potential weak surface or sliding surface of side slope |
| CN114722566A (en) * | 2022-03-02 | 2022-07-08 | 中铁二院工程集团有限责任公司 | Stability processing method based on bank landslide partition |
| CN116086958A (en) * | 2022-12-30 | 2023-05-09 | 华能澜沧江水电股份有限公司 | Soft-hard interphase layered rock mass field large-area deformation test method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201382830Y (en) * | 2009-04-10 | 2010-01-13 | 中国水电顾问集团华东勘测设计研究院 | Monitoring anchor bar structure |
| CN102759421A (en) * | 2011-04-24 | 2012-10-31 | 山东大成电气有限公司 | Intelligent anchor rod sensor and calibrating method thereof |
| CN104863148A (en) * | 2015-05-20 | 2015-08-26 | 山东大学 | Crossed anchor group structure and construction method thereof |
| CN105155461A (en) * | 2015-09-24 | 2015-12-16 | 武汉英思工程科技股份有限公司 | High-slope construction dynamic simulation method based on BIM (Building Information Modeling) |
| CN105317434A (en) * | 2015-10-21 | 2016-02-10 | 同济大学 | Borehole ultrasonic reflection three-dimensional detection apparatus and method |
-
2017
- 2017-08-08 CN CN201710668426.8A patent/CN107503361B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201382830Y (en) * | 2009-04-10 | 2010-01-13 | 中国水电顾问集团华东勘测设计研究院 | Monitoring anchor bar structure |
| CN102759421A (en) * | 2011-04-24 | 2012-10-31 | 山东大成电气有限公司 | Intelligent anchor rod sensor and calibrating method thereof |
| CN104863148A (en) * | 2015-05-20 | 2015-08-26 | 山东大学 | Crossed anchor group structure and construction method thereof |
| CN105155461A (en) * | 2015-09-24 | 2015-12-16 | 武汉英思工程科技股份有限公司 | High-slope construction dynamic simulation method based on BIM (Building Information Modeling) |
| CN105317434A (en) * | 2015-10-21 | 2016-02-10 | 同济大学 | Borehole ultrasonic reflection three-dimensional detection apparatus and method |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110398784A (en) * | 2019-08-07 | 2019-11-01 | 中铁四局集团第四工程有限公司 | A kind of Tunnel Passing fault belt Assessment of Surrounding Rock Stability method |
| CN111794253A (en) * | 2020-07-20 | 2020-10-20 | 卢金 | Method for reinforcing high slope of broken rock mass by using prestressed anchor cables |
| CN112160319A (en) * | 2020-10-15 | 2021-01-01 | 三峡大学 | Self-adjusting anchor rod device and method for reinforcing laminar wading rock body of falling zone |
| CN112160319B (en) * | 2020-10-15 | 2021-08-31 | 三峡大学 | Self-adjusting anchor rod device and method for reinforcing laminar wading rock body of falling zone |
| CN112878340A (en) * | 2021-01-13 | 2021-06-01 | 中铁十六局集团路桥工程有限公司 | Slope reinforcement construction method with intelligent monitoring system |
| CN114541425A (en) * | 2022-02-10 | 2022-05-27 | 中煤科工集团沈阳设计研究院有限公司 | Method for replacing and reinforcing potential weak surface or sliding surface of side slope |
| CN114722566A (en) * | 2022-03-02 | 2022-07-08 | 中铁二院工程集团有限责任公司 | Stability processing method based on bank landslide partition |
| CN116086958A (en) * | 2022-12-30 | 2023-05-09 | 华能澜沧江水电股份有限公司 | Soft-hard interphase layered rock mass field large-area deformation test method |
| CN116086958B (en) * | 2022-12-30 | 2023-10-27 | 华能澜沧江水电股份有限公司 | Soft-hard interphase layered rock mass field large-area deformation test method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107503361B (en) | 2020-03-31 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107503361A (en) | A kind of rock slope with along layer near cut soft layer stress monitoring and surrounding rock consolidation method | |
| Yue et al. | Automatic monitoring of rotary-percussive drilling for ground characterization—illustrated by a case example in Hong Kong | |
| Fairhurst | Stress estimation in rock: a brief history and review | |
| Mair et al. | Pressuremeter testing: methods and interpretation | |
| Pine et al. | In-situ stress measurement in the Carnmenellis granite—II. Hydrofracture tests at Rosemanowes quarry to depths of 2000 m | |
| Verma et al. | Assessment of tunnel instability—a numerical approach | |
| WO2020057363A1 (en) | Observation device and observation method for absolute convergence amount of surface of roadway | |
| Reese et al. | Drilled Shaft Design and Construction Guidelines Manual: Reese, LC, and Allen, JD, Structural analysis and design for lateral loading | |
| Aydin | Stability of saprolitic slopes: nature and role of field scale heterogeneities | |
| Ebelhar et al. | Cone penetrometer and conductor pullout tests in carbonate soils offshore Africa | |
| Nguyen et al. | Shaft resistance of shaft-grouted bored piles and barrettes recently constructed in Ho Chi Minh city | |
| Ong et al. | Sustainable construction of a bored pile foundation system in erratic phyllite | |
| Angemeer et al. | Pile load tests in calcareous soils conducted in 400 feet of water from a semi-submersible exploration rig | |
| Hashemi et al. | Effect of different stress path regimes on borehole instability in poorly cemented granular formations | |
| Liu et al. | Large deformation disaster mechanism and control technique for deep roadway in faulted zone | |
| Cherian et al. | Characterization of Simsima limestone for foundation design in Qatar: a case study | |
| Rodgers et al. | Monitoring while drilling shafts in Florida limestone | |
| Koronakis et al. | Stabilization measures for shallow tunnels with ongoing translational movements due to slope instability | |
| Charlton et al. | Comprehensive Foundation Rehabilitation at Bear Creek Dam | |
| Bilotta et al. | Input data: geotechnics | |
| Lo et al. | Foundations on rock | |
| Durkee et al. | Borehole preparation technique for pressuremeter testing in sand gravel and cobbles | |
| Qubain et al. | Drilled shaft load testing during Design | |
| ROBERTSON et al. | GUIDETO INSITU TESTING | |
| Mathews | Estimating the rock mass modulus of Missouri shale using pressuremeter tests |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |