CN107066795B - One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated - Google Patents
One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated Download PDFInfo
- Publication number
- CN107066795B CN107066795B CN201611244368.8A CN201611244368A CN107066795B CN 107066795 B CN107066795 B CN 107066795B CN 201611244368 A CN201611244368 A CN 201611244368A CN 107066795 B CN107066795 B CN 107066795B
- Authority
- CN
- China
- Prior art keywords
- mrow
- msub
- relaxation zone
- mfrac
- tunnel excavation
- 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.)
- Expired - Fee Related
Links
Classifications
-
- G—PHYSICS
- G16—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS
- G16Z—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS, NOT OTHERWISE PROVIDED FOR
- G16Z99/00—Subject matter not provided for in other main groups of this subclass
Abstract
The present invention relates to one kind Forecasting Methodology, including following methods are loosened based on facial disfigurement sandy soil stratum tunnel excavation is excavated：1) measurement obtains the deflection at tunnel excavation face center, and the form parameter for obtaining relaxation zone is calculated using particulate matter ellipsoidal triangle；2) wedge-shaped body Model is established, is calculated according to the form parameter of relaxation zone and is obtained earthing on sphenoid and be averaged compressed stress；3) consider that cutterhead calculates to obtain with excavation face soil body frictional force and loosen broken-rock pressure of the soil body to cutterhead.Compared with prior art, the present invention has method simple, and reliability is high, the advantages that easy to promote, can directly predict the coverage and supporting pressure of sandy soil stratum tunnel excavation.
Description
Technical field
The present invention relates to Tunnel Engineering technical field, is opened more particularly, to one kind based on facial disfigurement sandy soil stratum tunnel is excavated
Dig and loosen Forecasting Methodology.
Background technology
The relaxation zone of tunnel excavation is as caused by the loosening of excavation face, when excavation face is deformed into zero, without relaxation zone；
With the increase for excavating facial disfigurement, relaxation zone is constantly upwardly extended from excavation face bottom plate, and until excavation face is caved in, relaxation zone reaches
Maximum, when edpth of tunnel is shallower, relaxation zone can reach ground, when edpth of tunnel is larger, until excavation face is caved in, and relaxation zone
Ground will not be reached.
The soil arching effect caused by the loosening on stratum in relaxation zone, stratum horizontal pressure force are big compared with prime stratum horizontal pressure force
Width reduces, if broken-rock pressure can be undertaken by stratum itself, tunnel keeps stablizing；If broken-rock pressure is held more than stratum itself
The ability of load, need to carry out supporting, in order to avoid tunnel instability.
At present, can analyze as the method for the tunnel excavation facial disfigurement increase gradual expansion process of relaxation zone only has numerical value point
Analysis.The computation model that domestic and foreign scholars use is broadly divided into two classes：Sphenoid Limit Equilibrium Model and moulding upper and lower bound theorem mould
Type.But its major drawbacks is to be only limited to marginal stability analysis, it is impossible to considers excavation face progressive failure and damage envelope
Influence of the interior sand grains flowing to excavation face stability and shield tunnel broken-rock pressure.A kind of clear mechanism is also lacked in engineering
Calculate simple, practical definite sandy soil stratum tunnel excavation relaxation zone and the method for shield tunnel broken-rock pressure.
The content of the invention
It is an object of the present invention to overcome the above-mentioned drawbacks of the prior art and provide a kind of simple, reliability height
Based on excavate facial disfigurement sandy soil stratum tunnel excavation loosen Forecasting Methodology.
The purpose of the present invention can be achieved through the following technical solutions：
One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated, and comprises the following steps：
1) measurement obtains the deflection at tunnel excavation face center, is calculated using particulate matter ellipsoidal triangle and obtains relaxation zone
Form parameter；
2) wedge-shaped body Model is established, calculating the average vertical pressure of earthing on acquisition sphenoid according to the form parameter of relaxation zone should
Power；
3) consider that cutterhead calculates to obtain with excavation face soil body frictional force and loosen broken-rock pressure of the soil body to cutterhead.
In the step 1), relaxation zone is equivalent to a spheroid, the relaxation zone using particulate matter ellipsoidal triangle
Form parameter include relaxation zone volume VG, relaxation zone semi-major axis aG, relaxation zone longitudinal direction semi-minor axis bG, relaxation zone transverse direction semi-minor axis
cGWith relaxation zone height HGF, calculation formula is：
HGF=2aG cosα
In formula, s is the deflection at tunnel excavation face center, and D is tunnel diameter, and β is to loosen coefficient, εbFor relaxation zone longitudinal direction
Eccentricity, εcFor the transversely eccentered rate of relaxation zone, fαFor calculating parameter, meetα deflects for relaxation zone
Angle.
In the step 2), earthing is averaged compressed stress σ on sphenoidpCalculate in the following way：
1. as relaxation zone height HGFDuring no more than tunnel excavation face vault, σpMeet the following formula：
σp=γ [C+ (D-HGF)]+q
In formula, γ is sand unit weight, and C is thickness of earth covering on tunnel vault, and q overloads for earth's surface, and D is tunnel diameter；
2. as relaxation zone height HGFMore than tunnel excavation face vault, but when not extending to earth's surface, σpMeet the following formula：
In formula, c is sand cohesion,For sand angle of friction, HCF=HGF- D, R, k1For calculating parameter, R meets formula：
In formula, cGFor relaxation zone transverse direction semi-minor axis, k1Meet formula：
In formula, kaFor Lang Ken coefficient of active earth pressure；
3. as relaxation zone height HGFWhen extending to earth's surface, σpMeet the following formula：
The step 3) specifically includes：
301) calculate and horizontal pressure force σ of the soil body to cutterhead is loosened in front of excavation faceh：
σh=(fz2+gz+σp)k2
In formula, σpIt is averaged compressed stress for earthing on sphenoid, f, g are calculating parameter, meet formula：
In formula, δ is the angle of friction loosened between the soil body and cutterhead；
302) calculate and loosen average level pressure σ of the soil body to cutterheadah：
The value range for loosening factor beta is 1.030~1.180.
The value range of the relaxation zone angle of deflection is 2 °~9 °.
Relaxation zone longitudinal direction eccentricity epsilonbWith the transversely eccentered rate ε of relaxation zonecValue range be 0.900~0.990.
Compared with prior art, the invention has the advantages that：
(1) angle of the invention based on Practical, it is proposed that a set of to sandy soil stratum shield tunnel relaxation zone and loosening
The quantitative forecasting technique of pressure, this method utilizes particulate matter ellipsoidal triangle, it can be achieved that tunnel excavation face becomes in sandy soil stratum
The prediction of relaxation zone shape and scope caused by shape, and can realize and consider cutterhead and the broken-rock pressure of excavation face soil body frictional force
Calculate, the present invention has broken original deficiency that can only be taken considerable time with numerical analysis software and calculate relaxation zone, convenience of calculation
Provide guarantee safely for tunnel construction.
(2) the method for the present invention is simple, and reliability is high, easy to promote, has very big application value, can directly predict sand
The coverage and supporting pressure that formation tunnel excavates.
Brief description of the drawings
Fig. 1 is sand tunnel excavation face relaxation zone computation model of the present invention；
Fig. 2 is excavation face relaxation zone Three-dimensional CAD of the present invention；
Fig. 3 for relaxation zone of the present invention in the range of excavation face when broken-rock pressure computation model；
Broken-rock pressure computation model when Fig. 4 exceeds excavation face scope for relaxation zone of the present invention but is not extend to earth's surface；
Broken-rock pressure computation model when Fig. 5 exceeds earth's surface for relaxation zone of the present invention；
Fig. 6 be present invention determine that C/D=1.0 when relative compaction 26% S1 sands tunnel be opened in different digging facial disfigurements
Under relaxation zone, wherein, the digging facial disfigurement of (a) is 1.5mm, and the digging facial disfigurement of (b) is 3.0mm, and the digging facial disfigurement of (c) is
6.0mm；
Fig. 7 be present invention determine that C/D=1.0 when relative compaction 26% S1 sand tunnel excavations face broken-rock pressure.
Embodiment
The present invention is described in detail with specific embodiment below in conjunction with the accompanying drawings.The present embodiment is with technical solution of the present invention
Premised on implemented, give detailed embodiment and specific operating process, but protection scope of the present invention is not limited to
Following embodiments.
Forecasting Methodology is loosened based on facial disfigurement sandy soil stratum tunnel excavation is excavated the present embodiment provides one kind, including with lower section
Method：1) measurement obtains the deflection at tunnel excavation face center, and the shape for obtaining relaxation zone is calculated using particulate matter ellipsoidal triangle
Shape parameter；2) wedge-shaped body Model is established, calculating the average vertical pressure of earthing on acquisition sphenoid according to the form parameter of relaxation zone should
Power；3) consider that cutterhead calculates to obtain with excavation face soil body frictional force and loosen broken-rock pressure of the soil body to cutterhead.This method utilization
Grain material ellipsoidal triangle quantitatively determines relaxation zone and broken-rock pressure caused by tunnel excavation facial disfigurement in sandy soil stratum, method letter
It is single, easy to promote, it can directly predict the coverage and supporting pressure of sandy soil stratum tunnel excavation.
Article " the Experimental investigation of the face delivered in the present embodiment with Kirsch
stability of shallow tunnels in sand”(Acta Geotechnica,2010,5(1):43-62) report in
Test model tunnel exemplified by illustrate the specific implementation process of Forecasting Methodology, the excavation face in the test model tunnel is a diameter of
100mm, upper thickness of earth covering 100mm, are intended excavating facial disfigurement with shifting formwork after piston, with Particle Image Velocimetry monitoring excavation face pine
Dynamic area, model test is S1 sand with sand, tests and is carried out under the conditions of gravitational field, overcharge on ground q=0kPa, unit weight γ=
15.53kN/m3, internal friction angleAngle of friction δ=28.5 ° of cohesive strength c=0kPa, piston and sand, loosen coefficient
β=1.03, εb=0.940, εc=0.975, α=9 °, design parameter model is as Figure 1-Figure 5.
The first step, measures the deflection s at tunnel excavation face center, calculates the sand volume V squeezed into excavation faceN：
Second step, calculates relaxation zone volume VG, the VGMeet the following formula：
3rd step, calculates relaxation zone semi-major axis aG, relaxation zone longitudinal direction semi-minor axis bG, relaxation zone transverse direction semi-minor axis cG：
4th step, calculates earthing on sphenoid and is averaged compressed stress σp, relaxation zone height HGFFor：HGF=2aG×
cos90。
1. as relaxation zone height HGFDuring no more than tunnel excavation face vault, σpMeet the following formula：
σp=15.53 × [0.1+ (0.1-HGF)]
2. as relaxation zone height HGFMore than tunnel excavation face vault, but when not extending to earth's surface, σpMeet the following formula：
HCF, R meets the following formula
HCF=2aG×cos9°-0.1
k1=0.456
3. as relaxation zone height HGFWhen extending to earth's surface, σpMeet the following formula
5th step, calculates and horizontal pressure force σ of the soil body to cutterhead is loosened in front of excavation faceh
σh=(fz2+gz+σp)k2
Wherein, f, g are calculating parameter, meet the following formula
Wherein, r, l, t are calculating parameter, meet the following formula
k2=0.306
6th step, calculates and loosens average level pressure σ of the soil body to cutterheadah, meet the following formula：
Using present invention determine that relaxation zone and average broken-rock pressure as shown in Fig. 6~Fig. 7.According to tunnel obtained above
Excavation face relaxation zone and average broken-rock pressure, control the coverage and supporting pressure of tunnel excavation.
The present embodiment can accurately determine excavation face relaxation zone and average broken-rock pressure, compared to relying on experience merely in the past
Method is more scientific, more accurate, and time-consuming less, coverage and supporting pressure to tunnel excavation are calculated compared to numerical analysis method
Control bring very big convenience.
Although present disclosure is discussed in detail by above preferred embodiment, but it should be appreciated that above-mentioned
Description is not considered as limitation of the present invention.After those skilled in the art have read the above, for the present invention's
A variety of modifications and substitutions all will be apparent.Therefore, protection scope of the present invention should be limited to the appended claims.
Claims (6)
1. one kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated, it is characterised in that comprises the following steps：
1) measurement obtains the deflection at tunnel excavation face center, and the shape for obtaining relaxation zone is calculated using particulate matter ellipsoidal triangle
Shape parameter；
2) wedge-shaped body Model is established, is calculated according to the form parameter of relaxation zone and is obtained earthing on sphenoid and be averaged compressed stress；
3) consider that cutterhead calculates to obtain with excavation face soil body frictional force and loosen broken-rock pressure of the soil body to cutterhead；
In the step 1), relaxation zone is equivalent to a spheroid, the shape of the relaxation zone using particulate matter ellipsoidal triangle
Shape parameter includes relaxation zone volume VG, relaxation zone semi-major axis aG, relaxation zone longitudinal direction semi-minor axis bG, relaxation zone transverse direction semi-minor axis cGWith
Relaxation zone height HGF, calculation formula is：
<mrow>
<msub>
<mi>V</mi>
<mi>G</mi>
</msub>
<mo>=</mo>
<mfrac>
<mi>&pi;</mi>
<mrow>
<mn>4</mn>
<mrow>
<mo>(</mo>
<mi>&beta;</mi>
<mo>-</mo>
<mn>1</mn>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<msup>
<mi>D</mi>
<mn>2</mn>
</msup>
<mi>s</mi>
</mrow>
<mrow>
<msub>
<mi>a</mi>
<mi>G</mi>
</msub>
<mo>=</mo>
<msup>
<mrow>
<mo>&lsqb;</mo>
<mfrac>
<msub>
<mi>V</mi>
<mi>G</mi>
</msub>
<mrow>
<mi>&pi;</mi>
<msqrt>
<mrow>
<mn>1</mn>
<mo>-</mo>
<msub>
<mi>&epsiv;</mi>
<mi>b</mi>
</msub>
</mrow>
</msqrt>
<msqrt>
<mrow>
<mn>1</mn>
<mo>-</mo>
<msub>
<mi>&epsiv;</mi>
<mi>c</mi>
</msub>
</mrow>
</msqrt>
<mrow>
<mo>(</mo>
<mfrac>
<mn>2</mn>
<mn>3</mn>
</mfrac>
<mo>+</mo>
<msub>
<mi>f</mi>
<mi>&alpha;</mi>
</msub>
<mo>-</mo>
<mfrac>
<msubsup>
<mi>f</mi>
<mi>&alpha;</mi>
<mn>3</mn>
</msubsup>
<mn>3</mn>
</mfrac>
<mo>)</mo>
</mrow>
</mrow>
</mfrac>
<mo>&rsqb;</mo>
</mrow>
<mrow>
<mn>1</mn>
<mo>/</mo>
<mn>3</mn>
</mrow>
</msup>
</mrow>
<mrow>
<msub>
<mi>b</mi>
<mi>G</mi>
</msub>
<mo>=</mo>
<msub>
<mi>a</mi>
<mi>G</mi>
</msub>
<msqrt>
<mrow>
<mn>1</mn>
<mo>-</mo>
<msubsup>
<mi>&epsiv;</mi>
<mi>b</mi>
<mn>2</mn>
</msubsup>
</mrow>
</msqrt>
</mrow>
<mrow>
<msub>
<mi>c</mi>
<mi>G</mi>
</msub>
<mo>=</mo>
<msub>
<mi>a</mi>
<mi>G</mi>
</msub>
<msqrt>
<mrow>
<mn>1</mn>
<mo>-</mo>
<msubsup>
<mi>&epsiv;</mi>
<mi>c</mi>
<mn>2</mn>
</msubsup>
</mrow>
</msqrt>
</mrow>
HGF=2aG cosα
In formula, s is the deflection at tunnel excavation face center, and D is tunnel diameter, and β is to loosen coefficient, εbIt is eccentric for relaxation zone longitudinal direction
Rate, εcFor the transversely eccentered rate of relaxation zone, fαFor calculating parameter, meetα is relaxation zone deflection angle.
2. according to claim 1 based on facial disfigurement sandy soil stratum tunnel excavation loosening Forecasting Methodology is excavated, its feature exists
In in the step 2), earthing is averaged compressed stress σ on sphenoidpCalculate in the following way：
1. as relaxation zone height HGFDuring no more than tunnel excavation face vault, σpMeet the following formula：
σp=γ [C+ (D-HGF)]+q
In formula, γ is sand unit weight, and C is thickness of earth covering on tunnel vault, and q overloads for earth's surface, and D is tunnel diameter；
2. as relaxation zone height HGFMore than tunnel excavation face vault, but when not extending to earth's surface, σpMeet the following formula：
In formula, c is sand cohesion,For sand angle of friction, HCF=HGF- D, R, k1For calculating parameter, R meets formula：
In formula, cGFor relaxation zone transverse direction semi-minor axis, k1Meet formula：
In formula, kaFor Lang Ken coefficient of active earth pressure；
3. as relaxation zone height HGFWhen extending to earth's surface, σpMeet the following formula：
3. according to claim 2 based on facial disfigurement sandy soil stratum tunnel excavation loosening Forecasting Methodology is excavated, its feature exists
In the step 3) specifically includes：
301) calculate and horizontal pressure force σ of the soil body to cutterhead is loosened in front of excavation faceh：
σh=(fz2+gz+σp)k2
In formula, σpIt is averaged compressed stress for earthing on sphenoid, f, g are calculating parameter, meet formula：
<mrow>
<mi>f</mi>
<mo>=</mo>
<mfrac>
<mrow>
<mo>(</mo>
<mi>t</mi>
<mi>D</mi>
<mo>-</mo>
<mn>2</mn>
<mi>l</mi>
<mo>)</mo>
<mo>(</mo>
<msub>
<mi>&sigma;</mi>
<mi>p</mi>
</msub>
<mo>-</mo>
<mi>r</mi>
<mo>)</mo>
<mo>-</mo>
<mn>3</mn>
<mi>r</mi>
<mi>l</mi>
</mrow>
<mrow>
<mn>2</mn>
<mi>D</mi>
</mrow>
</mfrac>
</mrow>
<mrow>
<mi>g</mi>
<mo>=</mo>
<mi>r</mi>
<mo>-</mo>
<msub>
<mi>&sigma;</mi>
<mi>p</mi>
</msub>
<mrow>
<mo>(</mo>
<mi>t</mi>
<mo>+</mo>
<mfrac>
<mi>l</mi>
<mi>D</mi>
</mfrac>
<mo>)</mo>
</mrow>
</mrow>
<mrow>
<msub>
<mi>&theta;</mi>
<mn>2</mn>
</msub>
<mo>=</mo>
<mi>m</mi>
<mi>a</mi>
<mi>x</mi>
<mrow>
<mo>(</mo>
<mi>arctan</mi>
<mo>(</mo>
<mfrac>
<mrow>
<mn>1</mn>
<mo>-</mo>
<msub>
<mi>k</mi>
<mi>a</mi>
</msub>
<mo>&PlusMinus;</mo>
<msqrt>
<mrow>
<msup>
<mrow>
<mo>(</mo>
<mn>1</mn>
<mo>-</mo>
<msub>
<mi>k</mi>
<mi>a</mi>
</msub>
<mo>)</mo>
</mrow>
<mn>2</mn>
</msup>
<mo>-</mo>
<mn>4</mn>
<msup>
<mi>tan</mi>
<mn>2</mn>
</msup>
<msub>
<mi>&delta;k</mi>
<mi>a</mi>
</msub>
</mrow>
</msqrt>
</mrow>
<mrow>
<mn>2</mn>
<msub>
<mi>tan&delta;k</mi>
<mi>a</mi>
</msub>
</mrow>
</mfrac>
<mo>)</mo>
<mo>)</mo>
</mrow>
</mrow>
In formula, δ is the angle of friction loosened between the soil body and cutterhead；
302) calculate and loosen average level pressure σ of the soil body to cutterheadah：
<mrow>
<msub>
<mi>&sigma;</mi>
<mrow>
<mi>a</mi>
<mi>h</mi>
</mrow>
</msub>
<mo>=</mo>
<mrow>
<mo>(</mo>
<mfrac>
<mn>1</mn>
<mn>3</mn>
</mfrac>
<msup>
<mi>fD</mi>
<mn>2</mn>
</msup>
<mo>+</mo>
<mfrac>
<mn>1</mn>
<mn>2</mn>
</mfrac>
<mi>g</mi>
<mi>D</mi>
<mo>+</mo>
<msub>
<mi>&sigma;</mi>
<mi>p</mi>
</msub>
<mo>)</mo>
</mrow>
<msub>
<mi>k</mi>
<mn>2</mn>
</msub>
<mo>.</mo>
</mrow>
4. according to claim 1 based on facial disfigurement sandy soil stratum tunnel excavation loosening Forecasting Methodology is excavated, its feature exists
In the value range for loosening factor beta is 1.030~1.180.
5. according to claim 1 based on facial disfigurement sandy soil stratum tunnel excavation loosening Forecasting Methodology is excavated, its feature exists
In the value range of the relaxation zone angle of deflection is 2 °~9 °.
6. according to claim 1 based on facial disfigurement sandy soil stratum tunnel excavation loosening Forecasting Methodology is excavated, its feature exists
In relaxation zone longitudinal direction eccentricity epsilonbWith the transversely eccentered rate ε of relaxation zonecValue range be 0.900~0.990.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611244368.8A CN107066795B (en) | 2016-12-29 | 2016-12-29 | One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611244368.8A CN107066795B (en) | 2016-12-29 | 2016-12-29 | One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107066795A CN107066795A (en) | 2017-08-18 |
| CN107066795B true CN107066795B (en) | 2018-05-15 |
Family
ID=59624600
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611244368.8A Expired - Fee Related CN107066795B (en) | 2016-12-29 | 2016-12-29 | One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107066795B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110442891B (en) * | 2019-03-24 | 2023-07-14 | 北京工业大学 | Sand soil stratum deep buried shield tunnel excavation face limit supporting force calculation method considering soil arch effect |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105571768A (en) * | 2016-01-04 | 2016-05-11 | 安徽理工大学 | Shallow-buried tunnel soil pressure calculating method based on displacement monitoring result |
| CN105804117A (en) * | 2016-05-17 | 2016-07-27 | 宁波交通工程建设集团有限公司 | Formwork tie bar structure of soil arch mould in cover-excavation method for mountain highway tunnel, and construction method thereof |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016053479A (en) * | 2014-09-02 | 2016-04-14 | 株式会社共和電業 | Screw looseness monitoring system, screw removal monitoring system, and screw looseness or removal monitoring system |
-
2016
- 2016-12-29 CN CN201611244368.8A patent/CN107066795B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105571768A (en) * | 2016-01-04 | 2016-05-11 | 安徽理工大学 | Shallow-buried tunnel soil pressure calculating method based on displacement monitoring result |
| CN105804117A (en) * | 2016-05-17 | 2016-07-27 | 宁波交通工程建设集团有限公司 | Formwork tie bar structure of soil arch mould in cover-excavation method for mountain highway tunnel, and construction method thereof |
Non-Patent Citations (2)
| Title |
|---|
| 基于颗粒流椭球体理论的隧道极限松动区与松动土压力;武军等;《岩土工程学报》;20130430;第35卷(第4期);第714-721页 * |
| 考虑土拱效应的盾构隧道开挖面稳定性;武军等;《同济大学学报(自然科学版)》;20150228;第43卷(第2期);第213-220页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107066795A (en) | 2017-08-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Keawsawasvong et al. | Undrained stability of plane strain active trapdoors in anisotropic and non-homogeneous clays | |
| Jiang et al. | Analysis of stress redistribution in soil and earth pressure on tunnel lining using the discrete element method | |
| Kim et al. | The effect of arching pressure on a vertical circular shaft | |
| Kulatilake et al. | Investigation of stability of a tunnel in a deep coal mine in China | |
| CN109101775B (en) | Shallow shield tunnel stratum uplift limit analysis method considering partial damage of excavation face | |
| CN107590357B (en) | Method for judging stability of tunnel in different construction stages | |
| CN110442891B (en) | Sand soil stratum deep buried shield tunnel excavation face limit supporting force calculation method considering soil arch effect | |
| Geng et al. | Face stability analysis of cohesion-frictional soils considering the soil arch effect and the instability failure process | |
| Zhang et al. | Investigation of the cause of shield-driven tunnel instability in soil with a soft upper layer and hard lower layer | |
| Di et al. | Influence of relative density on deformation and failure characteristics induced by tunnel face instability in sandy cobble strata | |
| Cheng et al. | Face stability analysis of EPB shield tunnel in dense sand stratum considering the evolution of failure pattern | |
| Zhang et al. | Evaluation and analysis of the causes of a landslide and treatment measures during the excavation of a tunnel through a soil-rock interface | |
| CN107066795B (en) | One kind loosens Forecasting Methodology based on facial disfigurement sandy soil stratum tunnel excavation is excavated | |
| Zhang et al. | Soil arch evolution characteristics and parametric analysis of slope anchored anti-slide pile | |
| CN102322078B (en) | Method for calculating and processing inrushing destruction of excavation and depressurization coupling effect of foundation pit with confined water | |
| Cheng et al. | Upper bound analysis of longitudinally inclined EPB shield tunnel face stability in dense sand strata | |
| CN111737895B (en) | Method for dynamically evaluating stability of top plate of underground goaf of strip mine | |
| Moussaei et al. | Physical modeling of soil arching around shallow tunnels in sandy grounds | |
| Yang et al. | Field behavior of a geogrid reinforced soil retaining wall with a wrap-around facing | |
| CN115238482B (en) | Method for calculating supporting pressure of large longitudinal slope rectangular tunnel driving surface | |
| Zhang et al. | Experimental study on failure mode and mechanical characteristics of gabion material | |
| CN108896736A (en) | A kind of vertical physical model and test method for wearing Landslide Hazards of oil-gas pipeline | |
| CN110095097B (en) | Method for predicting safe soil dumping distance of top muck truck of soil slope | |
| CN104018529A (en) | Extractor counterweight device and arranging method thereof | |
| Rao et al. | 3D Limit analysis of the transient stability of slope during pile driving in nonhomogeneous and anisotropic soil |
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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180515 Termination date: 20211229 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |