CN111089561A - Tunnel deformation early warning value determination method - Google Patents
Tunnel deformation early warning value determination method Download PDFInfo
- Publication number
- CN111089561A CN111089561A CN202010057437.4A CN202010057437A CN111089561A CN 111089561 A CN111089561 A CN 111089561A CN 202010057437 A CN202010057437 A CN 202010057437A CN 111089561 A CN111089561 A CN 111089561A
- Authority
- CN
- China
- Prior art keywords
- deformation
- tunnel
- surrounding rock
- rock
- strain
- 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.)
- Pending
Links
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G08—SIGNALLING
- G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
- G08B21/00—Alarms responsive to a single specified undesired or abnormal condition and not otherwise provided for
- G08B21/18—Status alarms
- G08B21/182—Level alarms, e.g. alarms responsive to variables exceeding a threshold
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Chemical & Material Sciences (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Emergency Management (AREA)
- Business, Economics & Management (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel deformation early warning value determination method, which aims to overcome the defect that the rock tunnel excavation deformation early warning value is lack of an accurate determination method in the prior art, and is a deformation monitoring early warning value determination method capable of considering factors such as tunnel surrounding rock mass quality, monitoring opportunity, chamber size and the like. The method comprises the following implementation steps: step 1, determining tunnel radius and surrounding rock parameters through field measurement; step 2, installing monitoring equipment; step 3, calculating the percentage of deformation of the monitoring equipment position in the maximum deformation of the surrounding rock, the limit strain and the peak failure strain; step 4, calculating a first early warning value and a second early warning value; and 5, evaluating the current tunnel stable state according to the comparison result of the actually measured deformation tunnel and the first early warning value and the second early warning value.
Description
Technical Field
The invention is suitable for the technical field of tunnel construction of traffic, water conservancy and hydropower, and particularly relates to a method for determining an early warning value of rock tunnel excavation deformation in the industries of the same industry and the like.
Background
With the continuous development of underground engineering such as water conservancy, water and electricity, more and more underground tunnel engineering is implemented, and in underground tunnel engineering, the analysis of deformation monitoring data is an important means for guaranteeing the safe construction of underground engineering. However, there is no accurate theory on how to evaluate the current stability of the tunnel according to the magnitude of the deformation monitoring data.
During tunnel excavation, the deformation monitoring early warning value is related to factors such as tunnel surrounding rock mass quality, monitoring opportunity and cavern size. The method is mainly based on the deformation rule of the tunnel along the axis and the limit strain epsilon of the rock mass in the tunnel excavation processcrPeak failure strain epsiloncrAnd determining the early warning value in the tunnel excavation monitoring process.
Disclosure of Invention
The method is a deformation monitoring and early warning value determination method capable of considering factors such as quality of surrounding rock and rock mass of the tunnel, monitoring opportunity, chamber size and the like, and can effectively evaluate the stability of the underground tunnel excavation process through deformation monitoring data.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention discloses a tunnel deformation early warning value determining method, which comprises the following steps:
step 1, determining the radius R of a tunnel and surrounding rock parameters by field measurement, wherein the surrounding rock parameters comprise uniaxial compressive strength sigma of rock massciElastic modulus of rock mass EiThe value Q of the mass of the rock mass;
step 3, calculating the deformation u of the position of the monitoring equipment according to the longitudinal deformation curve LDP of the surrounding rock and the displacement characteristic curve GRC of the surrounding rockrOccupying the maximum deformation of the surrounding rockPercent delta, ultimate strain epsiloncrPeak failure strain epsilonp;
Step 5, according to the actual measurement deformation u tunnel and the first early warning value Valert1And a second warning value Valert2And (3) evaluating the stable state of the current tunnel according to the comparison result:
when the deformation u < Valert1When the hole is in a stable state;
when deformation Valert1≤u<Valert2In time, a certain risk exists in the stable cavern, attention needs to be paid, and the support structure is checked;
when V of u is deformedalert2In time, the cavern is stable and has risks, the support needs to be strengthened, and the observation frequency is increased.
Preferably, the step of solving the longitudinal deformation curve LDP of the surrounding rock specifically includes the steps of:
in the formula:the maximum deformation of surrounding rock behind the tunnel face of the tunnel; u. ofrMonitoring the deformation of the device position at the rear of the tunnel face;x is the amount of deformation urThe distance between the position of (a) and the face of the palm; and R is the tunnel radius.
Preferably, the step of solving the surrounding rock displacement characteristic curve GRC specifically includes the following steps:
calculating the stress of the rock around the tunnelAnd far field stress around the tunnelWherein m isbS is a rock mass parameter; sigmaciThe uniaxial compressive strength of the rock mass; p is a radical ofiThe supporting force is used;
when in useWhen the surrounding rock is in the elastic stage, the surrounding rock is deformedComprises the following steps:
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in useWhen the surrounding rock is in a plastic stage, the surrounding rock is deformedExpressed as:
wherein R isplThe depth of the surrounding rock plastic zone is developed,v is the poisson's ratio of the rock mass, the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stageDeformation of surrounding rock in plastic phase with surrounding rockDrawing a surrounding rock displacement characteristic curve GRC, and determining the maximum deformation of the surrounding rock according to the surrounding rock displacement characteristic curve GRC
Preferably, the wall rock displacement characteristic curve GRC is divided into an elastic part and a plastic part, and the stress limit when the elastic part and the plastic part are bent isA stress limit ofThe calculation formula of (2) is as follows:
preferably, the limit strain ωcrThe calculating step comprises:
according to the formulaCalculating the ultimate strain εcrIn the formula: sigmaciThe uniaxial compressive strength of the rock mass; sigmacjThe uniaxial compressive strength of the rock mass; eiIs the rock elastic modulus; etjIs the modulus of elasticity of the rock mass; q is the value of the mass of the rock mass;
the limit strain ωcrThe strain of the cavern is smaller than or equal to the strain, the cavern can be stable without special support, namely the cavern is in a stable state when the strain of the cavern is smaller than or equal to the strain, and if the strain of the cavern is larger than the strain, the cavern is stable and has certain risk.
Preferably, the peak failure strain εpThe calculating step comprises:
according to the formulaCalculating the peak failure strain εp(ii) a Said value of the failure strain εpThe method refers to that when the cavern is greater than the strain, the cavern has certain safety risk without special support.
Preferably, the monitoring points of the monitoring device in the step 2 are arranged at the top and two sides of a typical monitoring section.
The method for determining the tunnel deformation early warning value provided by the invention is a deformation monitoring early warning value determination method which can consider factors such as the quality of surrounding rock and mass of the tunnel, monitoring time, chamber size and the like, and can effectively evaluate the stability of the underground tunnel in the excavation process through deformation monitoring data.
Drawings
FIG. 1 shows the relationship between the monitored cross section and the position of the tunnel face and the deformation u of the monitored cross sectionrAnd maximum deformation of surrounding rockSchematic representation of (a).
Fig. 2 is a schematic diagram of a longitudinal deformation curve LDP of the surrounding rock and a displacement characteristic curve GRC of the surrounding rock.
Fig. 3 is a schematic diagram of the arrangement of monitoring points of a typical monitoring section monitoring device.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
The invention discloses a tunnel deformation early warning value determining method, which comprises the following steps:
step 1, determining the radius R of a tunnel and surrounding rock parameters by field measurement, wherein the surrounding rock parameters comprise uniaxial compressive strength sigma of rock massciElastic modulus of rock mass EiAnd the value Q of the mass of the rock mass.
And 2, installing monitoring equipment, and determining the distance x between the monitoring equipment and the tunnel face during installation. As shown in fig. 1 and 3, the monitoring points of the monitoring device are arranged on the top and two sides of a typical monitoring section.
Step 3, calculating the deformation u of the position of the monitoring equipment according to the longitudinal deformation curve LDP of the surrounding rock and the displacement characteristic curve GRC of the surrounding rockrOccupying the maximum deformation of the surrounding rockPercent delta, ultimate strain epsiloncrPeak failure strain epsilonp;
In the attached drawings of the specification, FIG. 1 shows the position relationship between a monitored cross section and a tunnel face, and the maximum deformation of the monitored cross section ur and surrounding rockSchematic representation of (a). Fig. 2 is a schematic diagram of a longitudinal deformation curve LDP of the surrounding rock and a displacement characteristic curve GRC of the surrounding rock.
Preferably, the step of solving the longitudinal deformation curve LDP of the surrounding rock in step 3 specifically includes the following steps:
in the formula:the maximum deformation of surrounding rock behind the tunnel face of the tunnel; u. ofrMonitoring the deformation of the device position at the rear of the tunnel face; x is the amount of deformation urThe distance between the position of (a) and the face of the palm; and R is the tunnel radius.
Preferably, the step of solving the surrounding rock displacement characteristic curve GRC in the step 3 specifically includes the following steps:
calculating the stress of the rock around the tunnelAnd far field stress around the tunnelWherein m isbS is a rock mass parameter; sigmaciThe uniaxial compressive strength of the rock mass; p is a radical ofiFor supporting force.
The GRC curve can be divided into an elastic part and a plastic part, the two parts are also solved separately when the GRC curve is solved, and the stress limit when the bending between the elasticity and the plasticity is defined asThe stress limit is defined asCan be calculated by the following formula:
when in useWhen the surrounding rock is in the elastic stage, the surrounding rock is deformedComprises the following steps:
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in useAt the position of surrounding rockIn the plastic stage, the surrounding rock is deformedExpressed as:
wherein R isplThe depth of the surrounding rock plastic zone is developed,v is the poisson's ratio of the rock mass, the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stageDeformation of surrounding rock in plastic phase with surrounding rockDrawing a surrounding rock displacement characteristic curve GRC, and determining the maximum deformation of the surrounding rock according to the surrounding rock displacement characteristic curve GRC
Preferably, the ultimate strain ε in step 3crThe solving method of (2) is as follows:
according to the above formulaCalculating the limit strain epsilon according to the formulacrIn the formula: sigmaciIs a rock blockUniaxial compressive strength; sigmacjThe uniaxial compressive strength of the rock mass; eiIs the rock elastic modulus; etjIs the modulus of elasticity of the rock mass; q is the value of the mass of the rock mass;
the limit strain ωcrThe strain of the cavern is smaller than or equal to the strain, the cavern can be stable without special support, namely the cavern is in a stable state when the strain of the cavern is smaller than or equal to the strain, and if the strain of the cavern is larger than the strain, the cavern is stable and has certain risk.
Preferably, said peak failure strain ε in said step 3pThe calculating step comprises:
according to the formulaCalculating the peak failure strain εp(ii) a Said value of the failure strain εpThe method refers to that when the cavern is greater than the strain, the cavern has certain safety risk without special support.
Step 5, according to the actual measurement deformation u tunnel and the first early warning value Valert1And a second warning value Valert2And (3) evaluating the stable state of the current tunnel according to the comparison result:
when the deformation u < Valert1When the hole is in a stable state;
when deformation Valert1≤u<Valert2In time, a certain risk exists in the stable cavern, attention needs to be paid, and the support structure is checked;
when the deformation u is more than or equal to Valert2In time, the cavern is stable and has risks, the support needs to be strengthened, and the observation frequency is increased.
The method for determining the tunnel deformation early warning value provided by the invention is a deformation monitoring early warning value determination method which can consider factors such as the quality of surrounding rock and mass of the tunnel, monitoring time, chamber size and the like, and can effectively evaluate the stability of the underground tunnel in the excavation process through deformation monitoring data.
Claims (7)
1. A tunnel deformation early warning value determining method is characterized by comprising the following steps:
step 1, determining the radius R of a tunnel and surrounding rock parameters by field measurement, wherein the surrounding rock parameters comprise uniaxial compressive strength sigma of rock massciElastic modulus of rock mass EiThe value Q of the mass of the rock mass;
step 2, installing monitoring equipment, and determining the distance x between the monitoring equipment and a tunnel face during installation;
step 3, calculating the deformation u of the position of the monitoring equipment according to the longitudinal deformation curve LDP of the surrounding rock and the displacement characteristic curve GRC of the surrounding rockrOccupying the maximum deformation of the surrounding rockPercent delta, ultimate strain epsiloncrPeak failure strain epsilonp;
Step 4, according to the percentage delta and the limit strain epsiloncrPeak failure strain epsilonpThe radius R of the tunnel, and calculating a first early warning value Valert1=Rεcr(1-delta) and a second warning value Valert2=Rεp(1- δ) wherein
Step 5, according to the actual measurement deformation u tunnel and the first early warning value Valert1And a second warning value Valert2And (3) evaluating the stable state of the current tunnel according to the comparison result:
when the deformation u < Valert1When the hole is in a stable state;
when deformation Valert1≤u<Valert2In time, there is a certain risk of cavern stabilization, attention needs to be paid, and support structures are givenChecking and calculating;
when the deformation u is more than or equal to Valert2In time, the cavern is stable and has risks, the support needs to be strengthened, and the observation frequency is increased.
2. The method for determining the tunnel deformation early warning value according to claim 1, wherein the step of solving the longitudinal deformation curve LDP of the surrounding rock specifically comprises the following steps:
in the formula:the maximum deformation of surrounding rock behind the tunnel face of the tunnel; u. ofrMonitoring the deformation of the device position at the rear of the tunnel face; x is the amount of deformation urThe distance between the position of (a) and the face of the palm; and R is the tunnel radius.
3. The method for determining the tunnel deformation early warning value according to claim 1, wherein the step of solving the surrounding rock displacement characteristic curve GRC specifically comprises the following steps:
calculating the stress of the rock around the tunnelAnd far field stress around the tunnelWherein m isbS is a rock mass parameter; sigmaciThe uniaxial compressive strength of the rock mass; p is a radical ofiThe supporting force is used;
when in useWhen the surrounding rock is in the elastic stage, the surrounding rock is deformedComprises the following steps:
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in useWhen the surrounding rock is in a plastic stage, the surrounding rock is deformedExpressed as:
wherein R isplThe depth of the surrounding rock plastic zone is developed,v is the poisson's ratio of the rock mass, the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stageDeformation of surrounding rock in plastic phase with surrounding rockDrawing a surrounding rock displacement characteristic curve GRC, and determining the maximum deformation of the surrounding rock according to the surrounding rock displacement characteristic curve GRC
5. the method for determining the warning value of tunnel deformation as claimed in claim 1, wherein the limit strain ∈ is setcrThe calculating step comprises:
according to the formulaCalculating the ultimate strain εcrIn the formula: sigmaciThe uniaxial compressive strength of the rock mass; sigmacjThe uniaxial compressive strength of the rock mass; eiIs the rock elastic modulus; etjIs the modulus of elasticity of the rock mass; q is the value of the mass of the rock mass;
the limit strain εcrThe strain of the cavern is smaller than or equal to the strain, the cavern can be stable without special support, namely the cavern is in a stable state when the strain of the cavern is smaller than or equal to the strain, and if the strain of the cavern is larger than the strain, the cavern is stable and has certain risk.
6. The method for determining the warning value of tunnel deformation as claimed in claim 1, wherein the peak failure strain ∈ is setpThe calculating step comprises:
7. The method for determining the early warning value of tunnel deformation as claimed in claim 1, wherein the monitoring points of the monitoring equipment in the step 2 are arranged on the top and two sides of a typical monitoring section.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202010057437.4A CN111089561A (en) | 2020-01-19 | 2020-01-19 | Tunnel deformation early warning value determination method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202010057437.4A CN111089561A (en) | 2020-01-19 | 2020-01-19 | Tunnel deformation early warning value determination method |
Publications (1)
Publication Number | Publication Date |
---|---|
CN111089561A true CN111089561A (en) | 2020-05-01 |
Family
ID=70399474
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN202010057437.4A Pending CN111089561A (en) | 2020-01-19 | 2020-01-19 | Tunnel deformation early warning value determination method |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN111089561A (en) |
Cited By (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN114088524A (en) * | 2021-11-18 | 2022-02-25 | 中国电建集团成都勘测设计研究院有限公司 | Design method for longitudinal axis arrangement direction of underground cavern of high confining pressure stratified rock mass |
CN117128044A (en) * | 2023-08-28 | 2023-11-28 | 浙江华东测绘与工程安全技术有限公司 | Online early warning method for stability and safety of surrounding rock in underground cavity construction |
Citations (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN109344539A (en) * | 2018-10-31 | 2019-02-15 | 华中科技大学 | The method and apparatus of Tunnel wall surrounding rock displacement is determined based on linear deformation curve |
CN110243335A (en) * | 2019-07-16 | 2019-09-17 | 贵州省交通规划勘察设计研究院股份有限公司 | A kind of constructing tunnel wall rock loosening ring deformation auto-monitoring prior-warning device and method |
CN110362922A (en) * | 2019-07-15 | 2019-10-22 | 河海大学 | A method of buried circular tunnel surrounding rock displacement is measured based on Ultimate Status Theory |
CN110375704A (en) * | 2019-07-26 | 2019-10-25 | 华中科技大学 | A kind of buried round tunnel excavation country rock-lining cutting stress and deformation prediction technique |
CN110555241A (en) * | 2019-08-09 | 2019-12-10 | 浙江岩创科技有限公司 | tunnel surrounding rock supporting method |
CN110608054A (en) * | 2019-09-30 | 2019-12-24 | 中铁第四勘察设计院集团有限公司 | Deformation prediction method and device for tunnel support structure excavated by full-section method |
-
2020
- 2020-01-19 CN CN202010057437.4A patent/CN111089561A/en active Pending
Patent Citations (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN109344539A (en) * | 2018-10-31 | 2019-02-15 | 华中科技大学 | The method and apparatus of Tunnel wall surrounding rock displacement is determined based on linear deformation curve |
CN110362922A (en) * | 2019-07-15 | 2019-10-22 | 河海大学 | A method of buried circular tunnel surrounding rock displacement is measured based on Ultimate Status Theory |
CN110243335A (en) * | 2019-07-16 | 2019-09-17 | 贵州省交通规划勘察设计研究院股份有限公司 | A kind of constructing tunnel wall rock loosening ring deformation auto-monitoring prior-warning device and method |
CN110375704A (en) * | 2019-07-26 | 2019-10-25 | 华中科技大学 | A kind of buried round tunnel excavation country rock-lining cutting stress and deformation prediction technique |
CN110555241A (en) * | 2019-08-09 | 2019-12-10 | 浙江岩创科技有限公司 | tunnel surrounding rock supporting method |
CN110608054A (en) * | 2019-09-30 | 2019-12-24 | 中铁第四勘察设计院集团有限公司 | Deformation prediction method and device for tunnel support structure excavated by full-section method |
Non-Patent Citations (2)
Title |
---|
C.CARRANZA-TORRES等: "Application of the Convergence-Confinement Method of Tunnel Design to Rock Masses That Satisfy the Hoek-Brown Failure Criterion", 《ELSEVIER SCIENCE》 * |
甘淇匀等: "国内外隧道监控量测技术发展现状综述", 《地下空间与工程学报》 * |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN114088524A (en) * | 2021-11-18 | 2022-02-25 | 中国电建集团成都勘测设计研究院有限公司 | Design method for longitudinal axis arrangement direction of underground cavern of high confining pressure stratified rock mass |
CN114088524B (en) * | 2021-11-18 | 2023-04-28 | 中国电建集团成都勘测设计研究院有限公司 | Design method for longitudinal axis arrangement direction of high confining pressure layered rock mass underground cavity |
CN117128044A (en) * | 2023-08-28 | 2023-11-28 | 浙江华东测绘与工程安全技术有限公司 | Online early warning method for stability and safety of surrounding rock in underground cavity construction |
CN117128044B (en) * | 2023-08-28 | 2024-04-02 | 浙江华东测绘与工程安全技术有限公司 | Online early warning method for stability and safety of surrounding rock in underground cavity construction |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN106886663A (en) | Tooth bending Prediction method for fatigue life and device | |
Fan et al. | Local stress distribution and evolution surrounding flaw and opening within rock block under uniaxial compression | |
CN103399049B (en) | The concrete cracking monitoring method of quick effect is drawn based on conducting polymer | |
CN111089561A (en) | Tunnel deformation early warning value determination method | |
CN104794365A (en) | Computation method for predicting ultimate bearing capacity of anchor rod based on mathematical model | |
Zhang et al. | Mechanical behaviors and failure mechanisms of buried polyethylene pipes crossing active strike-slip faults | |
CN104833536A (en) | Structure fatigue life calculation method based on non-linear cumulative damage theory | |
CN108520135B (en) | Method for calculating internal pressure load by Folias expansion coefficient of corroded pipeline | |
JP3666799B2 (en) | Rock discontinuity testing equipment | |
Østby et al. | Fracture Control–Offshore Pipelines JIP Results from large scale testing of the effect of biaxial loading on the strain capacity of pipes with defects | |
CN107194098B (en) | Oil-gas pipeline pipe stress-strain curve equation fitting method based on probability distribution | |
CN108716227A (en) | Analysis method for axial force and displacement distribution of full-length bonded GFRP anti-floating anchor rod | |
Li et al. | Damage evaluation of fiber reinforced plastic-confined circular concrete-filled steel tubular columns under cyclic loading using the acoustic emission technique | |
CN110610041A (en) | Method for judging limit strain of instability and damage of shaft | |
Iranpour et al. | Structural life assessment of oil and gas risers under vortex-induced vibration | |
CN114720284A (en) | HDPE material performance hydraulic bulging test method and system | |
CN101846242A (en) | Method for dealing repeated fracture of industrial pipeline caused by thermal stress | |
Ning et al. | Failure analysis of center cutter mount in shield machine under tuff layer | |
Mourad | Pure shear stable crack growth through Compact‐Tension‐Shear specimen in plane state of stress | |
Kukielka et al. | Modeling and numerical analysis of the thread rolling process | |
JP2007333638A (en) | Stability evaluation method of brittle structure, stability evaluating device, and stability evaluation program | |
CN109117593B (en) | Anchor cable prestress loss and rock mass creep coupling analysis method | |
Lu et al. | Lifetime prediction for ABS pipes subjected to combined pressure and deflection loading | |
Zhou et al. | Micromechanics damage modeling of brittle rock failure processes under compression | |
Bahari et al. | Numerical and experimental investigations of nonlinearity behaviour in a slender cantilever beam |
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 | ||
RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200501 |
|
RJ01 | Rejection of invention patent application after publication |