CN111089561A - Tunnel deformation early warning value determination method - Google Patents

Tunnel deformation early warning value determination method Download PDF

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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
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China
Prior art keywords
deformation
tunnel
surrounding rock
rock
strain
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CN202010057437.4A
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Inventor
徐全
褚卫江
吴家耀
刘加进
曹爱武
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PowerChina Huadong Engineering Corp Ltd
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PowerChina Huadong Engineering Corp Ltd
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    • 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

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

Tunnel deformation early warning value determination method
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 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 rock
Figure BDA0002373285890000021
Percent 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
Figure BDA0002373285890000022
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:
according to the formula
Figure BDA0002373285890000023
Solving a longitudinal deformation curve LDP of the surrounding rock,
in the formula:
Figure BDA0002373285890000024
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 tunnel
Figure BDA0002373285890000025
And far field stress around the tunnel
Figure BDA0002373285890000026
Wherein 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 use
Figure BDA00023732858900000210
When the surrounding rock is in the elastic stage, the surrounding rock is deformed
Figure BDA00023732858900000211
Comprises the following steps:
Figure BDA0002373285890000027
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in use
Figure BDA0002373285890000028
When the surrounding rock is in a plastic stage, the surrounding rock is deformed
Figure BDA0002373285890000029
Expressed as:
Figure BDA0002373285890000031
wherein R isplThe depth of the surrounding rock plastic zone is developed,
Figure BDA0002373285890000032
v is the poisson's ratio of the rock mass,
Figure BDA0002373285890000033
Figure BDA0002373285890000034
the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stage
Figure BDA00023732858900000312
Deformation of surrounding rock in plastic phase with surrounding rock
Figure BDA0002373285890000035
Drawing 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
Figure BDA0002373285890000036
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 is
Figure BDA0002373285890000037
A stress limit of
Figure BDA0002373285890000038
The calculation formula of (2) is as follows:
Figure BDA0002373285890000039
preferably, the limit strain ωcrThe calculating step comprises:
according to the formula
Figure BDA00023732858900000310
Calculating 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 formula
Figure BDA00023732858900000311
Calculating 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 rock
Figure BDA0002373285890000041
Schematic 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 rock
Figure BDA0002373285890000042
Percent 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 rock
Figure BDA0002373285890000051
Schematic 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:
according to the formula
Figure BDA0002373285890000052
Solving a longitudinal deformation curve LDP of the surrounding rock,
in the formula:
Figure BDA0002373285890000053
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 tunnel
Figure BDA0002373285890000054
And far field stress around the tunnel
Figure BDA0002373285890000055
Wherein 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 as
Figure BDA0002373285890000056
The stress limit is defined as
Figure BDA0002373285890000057
Can be calculated by the following formula:
Figure BDA0002373285890000058
when in use
Figure BDA0002373285890000059
When the surrounding rock is in the elastic stage, the surrounding rock is deformed
Figure BDA00023732858900000510
Comprises the following steps:
Figure BDA00023732858900000511
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in use
Figure BDA00023732858900000512
At the position of surrounding rockIn the plastic stage, the surrounding rock is deformed
Figure BDA00023732858900000513
Expressed as:
Figure BDA0002373285890000061
wherein R isplThe depth of the surrounding rock plastic zone is developed,
Figure BDA0002373285890000062
v is the poisson's ratio of the rock mass,
Figure BDA0002373285890000063
Figure BDA0002373285890000064
the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stage
Figure BDA0002373285890000065
Deformation of surrounding rock in plastic phase with surrounding rock
Figure BDA0002373285890000066
Drawing 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
Figure BDA0002373285890000067
Preferably, the ultimate strain ε in step 3crThe solving method of (2) is as follows:
Figure BDA0002373285890000068
according to the above formula
Figure BDA0002373285890000069
Calculating 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 formula
Figure BDA00023732858900000610
Calculating 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 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
Figure BDA0002373285890000071
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 rock
Figure FDA0002373285880000011
Percent 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
Figure FDA0002373285880000012
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:
according to the formula
Figure FDA0002373285880000013
Solving a longitudinal deformation curve LDP of the surrounding rock,
in the formula:
Figure FDA0002373285880000014
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 tunnel
Figure FDA0002373285880000015
And far field stress around the tunnel
Figure FDA0002373285880000016
Wherein 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 use
Figure FDA0002373285880000021
When the surrounding rock is in the elastic stage, the surrounding rock is deformed
Figure FDA0002373285880000022
Comprises the following steps:
Figure FDA0002373285880000023
wherein P isiIs the surrounding rock mass stress, GrmIs the shear modulus of the rock mass, and R is the tunnel radius;
when in use
Figure FDA0002373285880000024
When the surrounding rock is in a plastic stage, the surrounding rock is deformed
Figure FDA0002373285880000025
Expressed as:
Figure FDA0002373285880000026
wherein R isplThe depth of the surrounding rock plastic zone is developed,
Figure FDA0002373285880000027
v is the poisson's ratio of the rock mass,
Figure FDA0002373285880000028
Figure FDA0002373285880000029
the rock mass shear expansion angle;
according to the deformation of the surrounding rock in the elastic stage
Figure FDA00023732858800000210
Deformation of surrounding rock in plastic phase with surrounding rock
Figure FDA00023732858800000211
Drawing 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
Figure FDA00023732858800000212
4. The method as claimed in claim 3, wherein the GRC is divided into an elastic portion and a plastic portion, and the stress limit at the transition between the elastic portion and the plastic portion is
Figure FDA00023732858800000213
A stress limit of
Figure FDA00023732858800000214
The calculation formula of (2) is as follows:
Figure FDA00023732858800000215
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 formula
Figure FDA00023732858800000216
Calculating 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:
according to the formula
Figure FDA0002373285880000031
Calculating 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.
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.
CN202010057437.4A 2020-01-19 2020-01-19 Tunnel deformation early warning value determination method Pending CN111089561A (en)

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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
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