CN107991081A - Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method - Google Patents
Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method Download PDFInfo
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- CN107991081A CN107991081A CN201711288024.1A CN201711288024A CN107991081A CN 107991081 A CN107991081 A CN 107991081A CN 201711288024 A CN201711288024 A CN 201711288024A CN 107991081 A CN107991081 A CN 107991081A
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- G—PHYSICS
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- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M13/00—Testing of machine parts
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
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Abstract
The invention discloses a kind of benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method, the soil body for having installed monitoring element is placed in specified testing position, manual simulation's benching tunnelling method is constructed, the mechanics parameter of country rock during tunnel excavation and supporting construction is gathered using data collecting system and is transmitted to data processing centre, with field measurement date comprision.Change country rock physical parameter, repeat simulation test, probe under different surrounding rock parameter, carry out embedded and reliability of the slip casting for constructing tunnel of advanced tubule.The present invention provides a kind of relatively accurate pilot system and method, has extremely important meaning for research constructing tunnel.
Description
Technical field
The present invention relates to a kind of benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method.
Background technology
With the development of the social economy, aboveground space is gradually difficult to the requirement for meeting traffic, underground engineering seems particularly heavy
Will.The subway part mostly important as underground traffic, quantity is more and more in recent years.But in the process of subway work
In, complicated geological environment can be run into, wherein undesirable geological conditions can make to be subject to include landslide during tunnel excavation
With the harm including gushing water.
The experimental study designed in the case of moisture content difference of constructing for tunnel benching tunnelling method domestic at present is also insufficient,
Lack effective simulation tunnel construction and the theory support of the model test of site environment, especially in the higher situation of moisture content
The influence of lower advanced tubule pre-pouring grout.
The problem of presently, there are for more than is, it is necessary to propose that a kind of experimental model and test method are used to study different water cut
The reliability that tunnel benching tunnelling method is constructed under rate.
The content of the invention
The present invention is to solve the above-mentioned problems, it is proposed that a kind of benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic
Experimental system and method, the present invention can utilize similar indoor model test simulation tunnel benching tunnelling method to construct, so as to obtain excavation
The mechanical characteristics of face and its front different cross section, carry out burying for advanced tubule especially in the case where moisture content is higher
If the influence with slip casting.
To achieve these goals, the present invention adopts the following technical scheme that：
A kind of benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system, including experiment soil construction list
Member, soil body storing apparatus, benching tunnelling method excavate unit, data acquisition unit and data processing centre, wherein：
The soil construction unit, is configured as according to remodeling of the different Soil Parameters to be tested to the live soil body, weight
During modeling monitoring element is buried in country rock liner sections and excavated section part；
The soil body storing apparatus, is configured with certain accommodation space, accommodates and fixes the experiment soil body after remodeling
The monitoring experiment soil body used；
The benching tunnelling method tunnel excavation unit, is configured as automatic imitation scene benching tunnelling method tunneling process；
The data acquisition unit, the monitoring element the data obtained received in soil construction unit are transmitted to Data processing
The heart；
The data processing centre receives monitoring data, determines that different surrounding rock parameter is got out of a predicament or an embarrassing situation according to different detection data
Method construction tunnel country rock and supporting construction mechanical characteristic.
Further, the soil construction unit, treat the soil body of simulation test c,Value (wherein c values are cohesive strength,Be worth for internal friction angle) and moisture content be measured, obtain Soil Parameters, carry out soil body remodeling.
Further, the soil model of remodeling and the live soil body are equal proportion, meet that every mechanics under force analysis refers to
Mark, ratio are controlled 1:15 to 1:Between 25, it is highly preferred that simulation ratio is adjusted to 1：20.
Further, monitoring element includes displacement meter, strain gauge or multipoint displacement meter, is embedded in monitoring country rock liner sections
With excavated section part, measurement lining cutting soil pressure, section soil pressure and stratum settlement.
Preferably, the monitoring element is altogether comprising multigroup, including before being disposed on excavated section different distance everywhere, structure
Into monitoring plane system, every group of monitoring surface amounts to a plurality of monitoring line, positioned at tunnel top, is separated by two monitoring lines and differs certain angle
Spend, multiple monitoring elements are respectively provided with every monitoring line.
Further, the soil body storing apparatus, including steel shell, are provided with tempered glass on the housing, to see
Construction speed is examined, the housing at least side is provided with tunnel portal.
Preferably, the housing lower end of the soil body storing apparatus is provided with walking mechanism, such as universal wheel, is moved easily.
Further, the benching tunnelling method tunnel excavation unit, including guide rail, glide base, elevating mechanism and platform, it is described
Guide rail is arranged on the side of the tunnel portal of soil body storing apparatus, and the glide base is movably set on guide rail, glide base
On be provided with elevating mechanism, the elevating mechanism upper end is provided with platform.Easy to manually use step method.
Test method based on said system, comprises the following steps：
1) before on-test carry out laboratory test calibration, including soil body c,Value (wherein c values are cohesive strength,Value
For internal friction angle) and moisture content measure；
2) remodeling of scene soil and burying for monitoring element are carried out；
3) soil body for having installed monitoring element is transported to appointed part, in the case where moisture content is less than setting value, simulation
Benching tunnelling method is constructed, and carries out first lining cutting, is gathered the mechanics parameter of different parts when excavating and is transmitted to data processing centre, from
And with field experiment data comparative analysis；
4) when moisture content is higher than setting value, simulated experiment is repeated, the mechanics parameter of different parts when collection is excavated；
5) data measured and field test are contrasted, determines under the different operating mode of moisture content, carry out burying for advanced tubule
If with reliability of the slip casting for constructing tunnel.
Further, in the simulated experiment in the case of carrying out moisture content and being higher than setting value, meet mechanical requirements length, surpass
Preceding ductule length 13-17cm.
Advanced tubule pre-pouring grout is carried out, advanced tubule is located in the range of 120 ° of tunnel top, is separated by 15 °.
When advanced tubule supports the soil body that moderate finite deformation or landslide do not occur enough, repeat to test, at this time
Obtain the country rock soil stabilization situation in the case of not slip casting.
Advanced tubule is corresponding to lining cutting Pin numbers, and the advanced tubule that corresponding a collection of angle is 120 ° is squeezed into every a Pin.
During if grouting with small pipe, grouting and reinforcing area, which uses, has guider steel pipe excavation by troughs, and pours synthesis tree
Fat is simulated.
The operation principle of the present invention：The present invention by laboratory test carry out simulation different surrounding rock parameter get out of a predicament or an embarrassing situation method construct tunnel
Road country rock and supporting construction mechanical characteristic, in the case where moisture content is relatively low, the construction of manual simulation tunnel benching tunnelling method, so that
Obtain for excavating the influence of face and front rock mass during construction and excavation, while based on this is tested, grind
Study carefully when moisture content is higher, pass through the embedded with after grouting method consolidating crack, experiment being re-started, so as to obtain of advanced tubule
The related mechanics parameter that face and front rock mass are excavated under this kind of site environment is taken, by obtained parameter with not adding in time before
Gu situation compares, so as to study the reliability of the advanced tubule pre-pouring grout in tunnel benching tunnelling method work progress.
Compared with prior art, beneficial effects of the present invention are：
(1) present invention using similar indoor model test simulation tunnel benching tunnelling method construct so that obtain excavate face and
The mechanical characteristics of its front different cross section, experiment are easily operated and with a high credibility.
(2) experiment is by being compared, and laboratory data measured is compared with the data under field condition, while difference contains
Two group models experiment under water rate can be also compared, and test data is more objective.
(3) in the case of moisture content is higher, which can also study burying using advanced tubule under actual condition
And if influence of the method for slip casting for surrounding rock body mechanical property.
(4) data processing centre is utilized, diversification collection analysis, quantitative description advanced tubule are carried out for multi-group data
Embedded angle and the influence of the factor for tunnel excavation on the spot such as grouting pressure, slip casting concentration.
Brief description of the drawings
The accompanying drawings which form a part of this application are used for providing further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are used to explain the application, do not form the improper restriction to the application.
Fig. 1 is model assay systems schematic diagram.
Fig. 2 is soil body storing apparatus schematic diagram.
Fig. 3 is soil excavation cell schematics.
Fig. 4 is monitoring surface schematic diagram.
Fig. 5 layouts schematic diagram for monitoring element.
Fig. 6 is advanced tubule distribution schematic diagram.
Wherein 1-1 is soil body storing apparatus, and 1-2 is soil excavation unit, and 1-3 is data acquisition unit, and 1-4 is at data
Reason center, 1-5 are display, and 1-6 is data cable, and 2-1 is location nut, and 2-2 is steel groove body, and 2-3 is notch, 2-4 ten thousand
To wheel, 2-5 is tempered glass, and 2-6 is tunnel portal, and 2-7 is steel plate, and 3-1 is rail plate, and 3-2 is sliding bottom, and 3-3 is
Operating platform, 3-4 are hydraulic lift, and 4-1 is tunnel face, and 4-2 is a Pin Lining Rings, and 4-3 is benching tunnelling method tunneling hole
Mouthful, the first monitoring surfaces of 4-4,4-5 is the second monitoring surface, and 4-6 is the 3rd monitoring surface, and 5-1 is monitoring element layout points, and 6-1 is super
Preceding ductule.
Embodiment：
The invention will be further described with embodiment below in conjunction with the accompanying drawings.
It is noted that described further below is all illustrative, it is intended to provides further instruction to the application.It is unless another
Indicate, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singulative
It is also intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " bag
Include " when, it indicates existing characteristics, step, operation, device, component and/or combinations thereof.
In the present invention, term as " on ", " under ", "left", "right", "front", "rear", " vertical ", " level ", " side ",
The orientation or position relationship of instructions such as " bottoms " are based on orientation shown in the drawings or position relationship, only to facilitate describing this hair
Bright each component or component structure relation and definite relative, not refer in particular to either component or element in the present invention, it is impossible to understand
For limitation of the present invention.
In the present invention, term such as " affixed ", " connected ", " connection " should be interpreted broadly, and expression can be fixedly connected,
Can also be integrally connected or be detachably connected；It can be directly connected, can also be indirectly connected by intermediary.For
The related scientific research of this area or technical staff, can determine the concrete meaning of above-mentioned term in the present invention as the case may be,
It is not considered as limiting the invention.
As background technology is introduced, experimental model simulation site environment can not be established to study by existing in the prior art
Under different water cut tunnel benching tunnelling method construct reliability, can not especially study moisture content it is higher in the case of advanced tubule
The deficiency of the influence of pre-pouring grout, in order to solve technical problem as above, present applicant proposes the different surrounding rock parameter method of getting out of a predicament or an embarrassing situation to apply
Work tunnel surrounding and supporting construction Research on Mechanical Properties model assay systems and method.
In a kind of typical embodiment of the application, as shown in Figure 1, experimental system include experiment soil construction unit,
Soil body storing apparatus 1-1, benching tunnelling method excavate unit 1-2, data acquisition unit 1-3 and data processing centre 1-4.
Soil construction unit is mainly gathered primarily with respect to the remodeling of the live soil body and the simulation of moisture content, monitoring system
System is mainly used for gathering influence of the construction for surrounding soil under current working, including monitoring element embedded, benching tunnelling method
Tunnel excavation unit relates generally to the manually benching tunnelling method tunneling of simulation scene, and data collecting system is by soil construction unit
Monitoring element the data obtained is transmitted to data processing centre.
Pilot system and method start before carry out laboratory test calibration, including soil body c,(wherein c values are viscous to value
Poly- power,Be worth for internal friction angle) and moisture content measure.Soil construction unit includes the remodeling of scene soil, and when remodeling to the greatest extent may be used
Can be close to laboratory parameters obtained, when studying the not influence of moisture content, the soil body should then be simulated by condition on the spot, at the same time also
It is embedded comprising monitoring element, including monitoring country rock liner sections and excavated section part, in the case of moisture content is relatively low, research
Influence of the tunneling to surrounding soil.
This experiment include moisture content it is relatively low and higher in the case of in-site modeling, the different soil body of moisture content need to make again
Standby, experiment at least carries out twice.Soil construction unit is at least reconstructed twice.
Soil body storing apparatus is mainly used for repeating to test, the in-site modeling in the case of this experiment predominantly water rate is relatively low.
As shown in Fig. 2, soil body storing apparatus accommodates the soil body after remodeling, the frame of steel groove body 2-2 formation is specifically included,
Frame bottom surface is provided with steel plate 2-7, is provided with notch 2-3 on the inside of steel groove body 2-2, frame lower end is provided with universal wheel 2-4, frame
Frame side is provided with tempered glass 2-5, and tunnel portal 2-6 is provided with least one side tempered glass 2-5.
As shown in figure 3, benching tunnelling method tunnel excavation unit mainly includes rail plate 3-1, sliding bottom 3-2, hydraulic lifting
Device 3-4 and operating platform 3-3, rail plate 3-1 are arranged on the side of the tunnel portal 2-6 of soil body storing apparatus 1-1, slide
Base 3-2 is movably set on rail plate 3-1, and hydraulic lift 3-4, hydraulic lifting dress are provided with sliding bottom 3-2
Put 3-4 upper ends and be provided with operating platform 3-3.Easy to manually use step method.
Benching tunnelling method tunnel excavation unit is mainly used for tunnel excavation and first lining cutting, and tunnel excavation includes simulation digging in-situ
Mode, using step method, first lining cutting is equally simulated scene and is just served as a contrast, using annular organic glass, size in experiment
Determined according to the likelihood ratio, take thickness 1cm, simulate on-site concrete Lining Ring.
Monitoring system includes three groups of monitoring elements, monitoring element each where plane it is vertical with tunnel axis, due to
Tunnel excavation surrounding soil is grown along axial length direction in Practical Project, and experimental model meets plane stress-stress change principle.Monitoring
Element includes displacement meter, strain gauge, miniature multi-point displacement meter, corresponding to measure lining cutting soil pressure, section soil pressure and stratum settlement.
As shown in figure 4, experimental system size according to field test scaled down principle, meet each under force analysis
Item mechanical index, simulation ratio are adjusted to 1：20.Three side sizes are respectively long 2m, wide 2.1m, high 1.6m, and monitoring element includes altogether
Three groups, including before excavated section at 0.5m, before excavation face at 1.0m, before excavation face at 1.5m, be respectively the first monitoring surface 4-4,
Second monitoring surface 4-5 and the 3rd monitoring surface 4-6, forms monitoring plane system, every group of monitoring surface amounts to 5 monitoring lines, positioned at tunnel
Top, is separated by two monitoring lines and differs 45 °, every monitoring on-line monitoring element amounts to 6.
Experimental model carries out the embedded and slip casting of advanced tubule, advanced tubule position in the case where moisture content is higher
In the range of 120 ° of tunnel top, it is separated by 15 °.When advanced tubule supports the soil body that moderate finite deformation or landslide do not occur enough,
Repeat to test, the country rock soil stabilization situation in the case of not slip casting can be obtained at this time.Advanced tubule and lining cutting Pin
Number is corresponding, and the advanced tubule that corresponding a collection of angle is 120 ° is squeezed into every a Pin.
In the simulated experiment in the case of progress moisture content is higher, meet mechanical requirements length, advanced tubule length is excellent
Elect 13-17cm as, it is highly preferred that advanced tubule length elects 15cm as, material selection moulds bar processed for tempering.
Different surrounding rock parameter get out of a predicament or an embarrassing situation method construction tunnel country rock and supporting construction Research on Mechanical Properties model assay systems and
Method, its experimental procedure are：
1) before on-test carry out laboratory test calibration, including soil body c,Value (wherein c values are cohesive strength,Value
For internal friction angle) and moisture content measure.
2) construct soil body system include the remodeling of scene soil, monitoring element it is embedded.
3) soil body for having installed monitoring element is transported to appointed part, in the case of moisture content is relatively low, manual simulation's step
Method is constructed, and carries out first lining cutting, and the mechanics parameter of different parts when excavating is gathered and is transmitted to using data collecting system
Data processing centre, thus with field experiment data comparative analysis.
4) when moisture content is higher, repeat simulated experiment, data measured and field test are contrasted, probe into moisture content
Under higher operating mode, carry out embedded and reliability of the slip casting for constructing tunnel of advanced tubule, and with field test phase
Contrast.
It is special that get out of a predicament or an embarrassing situation method construction tunnel country rock and supporting construction mechanics of simulation different surrounding rock parameter is carried out by laboratory test
Property, in the case where moisture content is relatively low, manual simulation tunnel benching tunnelling method construction so that obtain it is right during construction and excavation
In the influence of excavation face and front rock mass, while based on this is tested, study when moisture content is higher, by super
After the embedded and grouting method consolidating crack of preceding ductule, experiment is re-started, the palm is excavated under this kind of site environment so as to obtain
The related mechanics parameter of sub- face and front rock mass, obtained parameter and not timely reinforcing situation before is compared, so as to study
The reliability of advanced tubule pre-pouring grout in tunnel benching tunnelling method work progress.
Second of embodiment：
Pilot system and method start before carry out laboratory test calibration, including soil body c,Value and moisture content
Measure.Soil construction unit includes the remodeling of scene soil, not aqueous studying as close possible to laboratory parameters obtained during remodeling
During the influence of rate, the soil body should then be simulated by condition on the spot, while embedded also comprising monitoring element, including monitoring country rock lining
Part and excavated section part are built, when moisture content is higher, is carrying out advanced tubule with tunnel excavation under slip casting effect for week
Enclose the influence of the soil body.
Soil body storing apparatus be mainly used for repeat tests, this experiment be it is higher in the case of in-site modeling, the benching tunnelling method
Tunnel excavation unit mainly includes tunnel excavation and first lining cutting, and tunnel excavation includes simulation digging in-situ mode, using upper and lower
Benching tunnelling method is constructed, and first lining cutting is equally simulated scene and just served as a contrast, and organic glass is used in experiment, size is determined according to the likelihood ratio, is taken
Thickness 1cm, simulates on-site concrete Lining Ring.
Monitoring system includes three groups of monitoring elements, monitoring element each where plane it is vertical with tunnel axis, due to
Tunnel excavation surrounding soil is grown along axial length direction in Practical Project, and experimental model meets plane stress-stress change principle.Monitoring
Element includes displacement meter, strain gauge, miniature multi-point displacement meter, corresponding to measure lining cutting soil pressure, section soil pressure and stratum settlement.
Experimental model carries out advanced tubule pre-pouring grout in the case where moisture content is higher, and advanced tubule is located at tunnel
In the range of 120 ° of top, it is separated by 15 °.When advanced tubule support enough the soil body do not occur moderate finite deformation or landslide when, repeat into
Row experiment, can obtain the country rock soil stabilization situation in the case of not slip casting at this time.Advanced tubule is corresponding to lining cutting Pin numbers,
The advanced tubule that corresponding a collection of angle is 120 ° is squeezed into every a Pin.
Simulation ratio is adjusted to 1：20, this model test soil body ratio is meeting 1:It will be covered in the case of 20 across than being taken as 2.5,
Test specimen simulates the tunnel of a diameter of 6m, and the width of model both sides is 3 times of tunnel diameter, thus three side sizes of test specimen are distinguished
It is taken as long 2m, wide 2.1m, high 1.6m, monitoring element includes three groups altogether, including 1.0m at 0.5m, before excavation face before excavated section
Before place, excavation face at 1.5m, monitoring plane system is formed, every group of monitoring surface amounts to 6 monitoring lines, positioned at tunnel top, be separated by two
Bar monitoring line differs 45 °, and every monitoring on-line monitoring element amounts to 6.
In the simulated experiment in the case of progress moisture content is higher, meet the advanced tubule length choosing under mechanical requirements length
For 15cm, material selection moulds bar processed for tempering.During if grouting with small pipe, grouting and reinforcing area uses the Φ 3 with guider
Stainless-steel pipe excavation by troughs, and pour synthetic resin and simulated.
Different surrounding rock parameter get out of a predicament or an embarrassing situation method construction tunnel country rock and supporting construction Research on Mechanical Properties model assay systems and
Method, its experimental procedure are：
1) before on-test carry out laboratory test calibration, including soil body c,Value (wherein c values are cohesive strength,Value
For internal friction angle) and moisture content measure.
2) construct soil body system include the remodeling of scene soil, monitoring element it is embedded.
3) soil body for having installed monitoring element is transported to appointed part, in the case of moisture content is relatively low, manual simulation's step
Method is constructed, and carries out first lining cutting, and the mechanics parameter of different parts when excavating is gathered and is transmitted to using data collecting system
Data processing centre, thus with field experiment data comparative analysis.
4) when moisture content is higher, repeat simulated experiment, data measured and field test are contrasted, probe into moisture content
Under higher operating mode, advanced tubule pre-pouring grout compares the reliability of constructing tunnel with field test.
The foregoing is merely the preferred embodiment of the application, the application is not limited to, for the skill of this area
For art personnel, the application can have various modifications and variations.It is all within spirit herein and principle, made any repair
Change, equivalent substitution, improvement etc., should be included within the protection domain of the application.
Although above-mentioned be described the embodiment of the present invention with reference to attached drawing, model not is protected to the present invention
The limitation enclosed, those skilled in the art should understand that, on the basis of technical scheme, those skilled in the art are not
Need to make the creative labor the various modifications that can be made or deformation still within protection scope of the present invention.
Claims (10)
1. a kind of benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system, it is characterized in that：Including testing the soil body
Structural unit, soil body storing apparatus, benching tunnelling method excavate unit, data acquisition unit and data processing centre, wherein：
The soil construction unit, is configured as, according to remodeling of the different Soil Parameters to be tested to the live soil body, remolding
In journey monitoring element is buried in country rock liner sections and excavated section part；
The soil body storing apparatus, is configured with certain accommodation space, accommodates and fixes the experiment soil monitoring after remodeling
The experiment soil body used；
The benching tunnelling method tunnel excavation unit, is configured as automatic imitation scene benching tunnelling method tunneling process；
The data acquisition unit, the monitoring element the data obtained received in soil construction unit are transmitted to data processing centre；
The data processing centre receives monitoring data, determines that the different surrounding rock parameter method of getting out of a predicament or an embarrassing situation is applied according to different detection data
Work tunnel surrounding and supporting construction mechanical characteristic.
2. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：The soil construction unit, the cohesive strength, internal friction angle and moisture content for treating the soil body of simulation test are measured,
Soil Parameters are obtained, carry out soil body remodeling.
3. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：The soil model of remodeling is equal proportion with the live soil body, meets every mechanical index under force analysis, and ratio control exists
1:15 to 1:Between 25.
4. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：Monitoring element includes displacement meter, strain gauge or multipoint displacement meter, is embedded in monitoring country rock liner sections and excavated section portion
Point, measurement lining cutting soil pressure, section soil pressure and stratum settlement.
5. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：The monitoring element is altogether comprising multigroup, including different distance everywhere, forms monitoring surface system before being disposed on excavated section
System, every group of monitoring surface amount to a plurality of monitoring line, positioned at tunnel top, are separated by two monitoring line difference certain angles, every monitoring
Multiple monitoring elements are respectively provided with line.
6. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：The soil body storing apparatus, including steel shell, are provided with tempered glass on the housing, to observe construction speed, institute
State housing at least side and be provided with tunnel portal.
7. a kind of benching tunnelling method construction tunnel country rock as claimed in claim 1 and supporting construction mechanical characteristic experimental system, it is special
Sign is：The benching tunnelling method tunnel excavation unit, including guide rail, glide base, elevating mechanism and platform, the guide rail are arranged on soil
The side of the tunnel portal of body storing apparatus, the glide base are movably set on guide rail, and lifting is provided with glide base
Mechanism, the elevating mechanism upper end are provided with platform.Easy to manually use step method.
8. based on the test method of the system as any one of claim 1-7, it is characterized in that：Comprise the following steps：
1) calibration of laboratory test is carried out before on-test, including the survey of soil body cohesive strength, internal friction angle and moisture content
It is fixed；
2) remodeling of scene soil and burying for monitoring element are carried out；
3) soil body for having installed monitoring element is transported to appointed part, in the case where moisture content is less than setting value, simulates step
Method is constructed, and carries out first lining cutting, is gathered the mechanics parameter of different parts when excavating and is transmitted to data processing centre, so that with
Field experiment data comparative analysis；
4) when moisture content is higher than setting value, simulated experiment is repeated, the mechanics parameter of different parts when collection is excavated；
5) data measured and field test are contrasted, determined under the different operating mode of moisture content, advanced tubule pre-pouring grout is to tunnel
The reliability of construction.
9. test method as claimed in claim 8, it is characterized in that：Simulation in the case of carrying out moisture content and being higher than setting value is real
When testing, meet mechanical requirements length, advanced tubule length 13-17cm.
10. test method as claimed in claim 8, it is characterized in that：Advanced tubule pre-pouring grout is carried out, advanced tubule is located at
In the range of 120 ° of tunnel top, it is separated by 15 °；
Advanced tubule is corresponding to lining cutting Pin numbers, and the advanced tubule that corresponding a collection of angle is 120 ° is squeezed into every a Pin.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711288024.1A CN107991081A (en) | 2017-12-07 | 2017-12-07 | Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711288024.1A CN107991081A (en) | 2017-12-07 | 2017-12-07 | Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system and method |
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| Publication Number | Publication Date |
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| CN107991081A true CN107991081A (en) | 2018-05-04 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111208015A (en) * | 2020-01-15 | 2020-05-29 | 山东大学 | Large buried depth tunnel surrounding rock stabilization and support model test system under complex condition |
| CN113310579A (en) * | 2021-05-21 | 2021-08-27 | 山东大学 | Tunnel surrounding rock collapse disaster simulation test device and method |
| CN114563278A (en) * | 2022-03-03 | 2022-05-31 | 中山大学 | Novel tunnel three-dimensional model loading device and test method |
| CN115824813A (en) * | 2023-02-23 | 2023-03-21 | 叙镇铁路有限责任公司 | Test device and method for testing surrounding rock plastic zone range caused by tunnel excavation |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AT6235U2 (en) * | 2003-02-28 | 2003-06-25 | Avl List Gmbh | METHOD FOR CONTROLLING A TEST BENCH |
| CN103680288A (en) * | 2013-06-09 | 2014-03-26 | 柳州铁道职业技术学院 | Tunnel micro-step method technology teaching simulation body |
| CN104833538A (en) * | 2015-02-17 | 2015-08-12 | 北京交通大学 | Similarity model test method for simulating tunnel construction |
| CN104879061A (en) * | 2015-06-09 | 2015-09-02 | 中铁工程机械研究设计院有限公司 | Multifunctional self-propelled portal wagon drill |
| CN104895578A (en) * | 2015-06-09 | 2015-09-09 | 中铁工程机械研究设计院有限公司 | Circular-rail multifunctional drill jumbo system |
| CN107036515A (en) * | 2017-06-08 | 2017-08-11 | 浙江工业大学 | Simulate experimental rig and test method that benching tunnelling method constructing tunnel triggers earth's surface deformation |
| CN207556819U (en) * | 2017-12-07 | 2018-06-29 | 山东大学 | Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system |
-
2017
- 2017-12-07 CN CN201711288024.1A patent/CN107991081A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AT6235U2 (en) * | 2003-02-28 | 2003-06-25 | Avl List Gmbh | METHOD FOR CONTROLLING A TEST BENCH |
| CN103680288A (en) * | 2013-06-09 | 2014-03-26 | 柳州铁道职业技术学院 | Tunnel micro-step method technology teaching simulation body |
| CN104833538A (en) * | 2015-02-17 | 2015-08-12 | 北京交通大学 | Similarity model test method for simulating tunnel construction |
| CN104879061A (en) * | 2015-06-09 | 2015-09-02 | 中铁工程机械研究设计院有限公司 | Multifunctional self-propelled portal wagon drill |
| CN104895578A (en) * | 2015-06-09 | 2015-09-09 | 中铁工程机械研究设计院有限公司 | Circular-rail multifunctional drill jumbo system |
| CN107036515A (en) * | 2017-06-08 | 2017-08-11 | 浙江工业大学 | Simulate experimental rig and test method that benching tunnelling method constructing tunnel triggers earth's surface deformation |
| CN207556819U (en) * | 2017-12-07 | 2018-06-29 | 山东大学 | Benching tunnelling method construction tunnel country rock and supporting construction mechanical characteristic experimental system |
Non-Patent Citations (2)
| Title |
|---|
| 万明富: "超大跨公路隧道开挖力学行为研究", 《中国博士学位论文全文数据库》, pages 27 - 28 * |
| 邹诗涛: "不同特性黄土隧道变形规律研究", 《中国优秀硕士学位论文全文数据库》, pages 22 - 23 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111208015A (en) * | 2020-01-15 | 2020-05-29 | 山东大学 | Large buried depth tunnel surrounding rock stabilization and support model test system under complex condition |
| CN111208015B (en) * | 2020-01-15 | 2021-05-28 | 山东大学 | Large buried depth tunnel surrounding rock stabilization and support model test system under complex condition |
| CN113310579A (en) * | 2021-05-21 | 2021-08-27 | 山东大学 | Tunnel surrounding rock collapse disaster simulation test device and method |
| CN114563278A (en) * | 2022-03-03 | 2022-05-31 | 中山大学 | Novel tunnel three-dimensional model loading device and test method |
| CN115824813A (en) * | 2023-02-23 | 2023-03-21 | 叙镇铁路有限责任公司 | Test device and method for testing surrounding rock plastic zone range caused by tunnel excavation |
| CN115824813B (en) * | 2023-02-23 | 2023-05-09 | 叙镇铁路有限责任公司 | Test device and method for testing range of surrounding rock plastic zone caused by tunnel excavation |
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