CN116992545A - Large deformation grading method for ultra-high ground stress ultra-large buried depth soft rock tunnel - Google Patents
Large deformation grading method for ultra-high ground stress ultra-large buried depth soft rock tunnel Download PDFInfo
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Abstract
The application discloses a large deformation grading method for an ultra-high ground stress ultra-large buried depth soft rock tunnel, which relates to the field of soft rock tunnels and comprises the following steps: firstly, obtaining large deformation grading parameters; the large deformation classification parameters include: surrounding rock strength, surrounding rock strength stress ratio and deformation rate; then classifying the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel based on a preset judging standard by combining the obtained large deformation classification parameters; the grading scheme provided by the application is simple and reasonable, the grading parameter is convenient and reliable to take value, and the design requirement of the on-site tunnel construction dynamic support structure can be met.
Description
Technical Field
The application relates to the field of soft rock tunnels, in particular to a large deformation grading method for an ultra-high ground stress ultra-large buried deep soft rock tunnel.
Background
The statements in this section merely provide background information related to the present disclosure and may not constitute prior art.
The problem of surrounding rock large deformation caused by ultra-high ground stress ultra-large deep buried tunnel construction is a great scientific difficulty facing underground engineering construction, different from common tunnel large deformation, the deformation rate is higher, the deformation amount is larger, the deformation duration is longer, the surrounding rock deformation is more serious, the damage form of a supporting structure is more complex, the collapse risk of the surrounding rock and the supporting structure of the tunnel is high, and serious personal safety threat and economic loss can be caused for normal construction of operators and the tunnel.
At present, students have developed related technical researches on the problem of large deformation of tunnels and classification methods, but a unified and applicable large deformation classification scheme is not formed so far. The method for classifying the large deformation of the tunnel is complicated, and the special geological environment of the ultra-large deep buried high ground stress tunnel is less considered; most grading methods are in a reconnaissance design stage, and are difficult to be applied to a tunnel construction stage. The currently proposed large-deformation classification scheme involves up to 6 classification parameters, and the parameter values are not easy to determine; and part is mainly used for the investigation design stage; the current proposed method for classifying the uneven large deformation takes the whole deformation of the tunnel as a core classification parameter, and the classification parameter is too single and the universality is to be improved. Therefore, aiming at the defects of the existing grading method, how to provide a rapid and effective large-deformation grading method so as to better guide the construction of the on-site tunnel is particularly important.
Disclosure of Invention
The application aims at: aiming at the problems that the existing ultra-high ground stress ultra-large deep buried tunnel supporting structure design is difficult to meet the dynamic construction process, and the existing tunnel deformation is not matched with the supporting structure, is inconsistent, and the like, thereby causing the phenomena that the tunnel surrounding rock deformation cannot be effectively controlled, the supporting structure is seriously damaged, and the like, the ultra-high ground stress ultra-large buried soft rock tunnel large deformation grading method is provided, the tunnel deformation grade is defined according to the depending tunnel surrounding rock strength stress ratio, surrounding rock strength and deformation rate, so that reasonable deformation control measures are adopted in advance, the tunnel construction is better served, the tunnel safe and efficient construction is realized, and the problems are solved.
The technical scheme of the application is as follows:
the method for grading the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel comprises the following steps:
step S1: obtaining large deformation grading parameters; the large deformation classification parameters include: surrounding rock strength, surrounding rock strength stress ratio and deformation rate;
step S2: and classifying the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel based on a preset judgment standard by combining the obtained large deformation classification parameters.
Further, the surrounding rock strength obtaining method comprises the following steps:
step A: performing on-site tunnel surrounding rock sampling to obtain a surrounding rock sample, then respectively carrying out point load and uniaxial compression test to determine the strength of the surrounding rock sample, and establishing a fitting relation between the point load strength and the uniaxial compression strength according to a large number of test results;
and (B) step (B): measuring the point load strength of the surrounding rock of the field tunnel, and rapidly obtaining the uniaxial compressive strength of the surrounding rock of the field tunnel based on the fitting relation;
step C: and obtaining the surrounding rock strength of the surrounding rock of the field tunnel based on the uniaxial compressive strength of the surrounding rock of the field tunnel and combining the Hoek-Brown strength criterion.
Further, the step a includes:
and establishing different fitting relation curves according to the point load strength and the uniaxial compressive strength test data of a large number of surrounding rock samples, and determining the best matching relation of the two fitting relation curves according to the fitting correlation.
Further, the different fitting relationships include:
linear and logarithmic relationships;
wherein the linear relationship is: sigma (sigma) c ＝aI S(50) +b；
The logarithmic relation is: sigma (sigma) c ＝aln(I S(50) )+b；
Wherein: sigma (sigma) c Is uniaxial compressive strength, I S(50) For point load strength, a and b are constants.
Further, the step C includes:
σ cmass ＝σ c1 S a
wherein: sigma (sigma) cmass For the strength of surrounding rock, sigma c1 The uniaxial compressive strength of the surrounding rock of the field tunnel is shown, and S and a are experimental parameters of rock mass mechanics.
Further, the rock mass mechanics empirical parameter S is calculated by the following formula:
the rock mass mechanics empirical parameter a is calculated by the following formula:
wherein: GSI is a geological strength index, and D is a disturbance degree parameter for representing the excavated rock mass.
Further, the surrounding rock strength stress ratio acquisition method comprises the following steps:
step one: establishing a three-dimensional finite element model with complex topography and landform characteristics;
step two: carrying out regression inversion analysis on the tunnel stress field by adopting a multiple linear regression analysis method in combination with the ground stress actual measurement data with limited ground survey data, determining the distribution characteristics and the size of the tunnel initial stress field, and determining the principal stress of each mileage section so as to obtain the maximum principal stress;
step three: and calculating the stress ratio of the surrounding rock strength based on the maximum main stress and the surrounding rock strength.
Further, the third step includes:
α＝σ cmass /σ max
wherein: alpha is the stress ratio of surrounding rock strength and sigma max Is the maximum principal stress.
Further, the deformation rate obtaining method comprises the following steps:
and calculating according to the single-day convergence deformation corresponding to the monitoring section.
Further, the evaluation criteria are as follows:
when the strength of the surrounding rock is more than 8MPa, the stress ratio of the strength of the surrounding rock is more than 0.5, and the deformation rate is less than 1cm & d -1 When the tunnel is in the high deformation level, the tunnel is in the high deformation level;
when the strength of the surrounding rock is between 6 and 8MPa, the stress ratio of the strength of the surrounding rock is between 0.25 and 0.5, and the deformation rate is between 1 and 3 cm.d -1 When the deformation grade is in between, the large deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be slight;
when the strength of the surrounding rock is between 4 and 6MPa, the stress ratio of the strength of the surrounding rock is between 0.15 and 0.25, and the deformation rate is between 3 and 6 cm.d -1 When the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is medium;
when the strength of the surrounding rock is between 2 and 4MPa, the stress ratio of the strength of the surrounding rock is between 0.05 and 0.15, and the deformation rate is between 6 and 10 cm.d -1 When the deformation grade is in between, judging that the large deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is serious;
when the strength of the surrounding rock is less than 2MPa, the stress ratio of the strength of the surrounding rock is less than 0.05, and the deformation rate is more than 10cm & d -1 And when the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be extremely serious.
Compared with the prior art, the application has the beneficial effects that:
the method for grading the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel comprises the following steps: firstly, obtaining large deformation grading parameters; the large deformation classification parameters include: surrounding rock strength, surrounding rock strength stress ratio and deformation rate; then classifying the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel based on a preset judging standard by combining the obtained large deformation classification parameters; the method is characterized in that the deformation grade of the tunnel is defined according to the strength stress ratio, the surrounding rock strength and the deformation rate of the surrounding rock of the supported tunnel so as to take reasonable deformation control measures in advance, thereby better serving the construction of the tunnel construction, realizing the safe and efficient construction of the tunnel, having simple and reasonable grading scheme, having convenient and reliable grading parameter values and meeting the design requirement of the on-site tunnel construction dynamic support structure.
Drawings
FIG. 1 is a schematic diagram of a large deformation grading method of an ultra-high ground stress ultra-large buried deep soft rock tunnel;
FIG. 2 is a schematic diagram of a method for acquiring the strength of surrounding rock;
fig. 3 is a schematic diagram of a method for obtaining a maximum main stress of a tunnel line.
Detailed Description
It is noted that relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The features and capabilities of the present application are described in further detail below in connection with examples.
Example 1
Referring to fig. 1, the method for grading the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel specifically comprises the following steps:
step S1: obtaining large deformation grading parameters; the large deformation classification parameters include: surrounding rock strength, surrounding rock strength stress ratio and deformation rate;
step S2: and classifying the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel based on a preset judgment standard by combining the obtained large deformation classification parameters.
In this embodiment, the method for obtaining the surrounding rock strength is as follows:
step A: performing on-site tunnel surrounding rock sampling to obtain a surrounding rock sample, then respectively carrying out point load and uniaxial compression test to determine the strength of the surrounding rock sample, and establishing a fitting relation between the point load strength and the uniaxial compression strength according to a large number of test results; thereby facilitating the calculation of the corresponding uniaxial compressive strength according to the point load strength in the later period;
and (B) step (B): measuring the point load strength of the surrounding rock of the field tunnel, and rapidly obtaining the uniaxial compressive strength of the surrounding rock of the field tunnel based on the fitting relation;
step C: based on the uniaxial compressive strength of the surrounding rock of the field tunnel, combining with the Hoek-Brown strength criterion to obtain the surrounding rock strength of the surrounding rock of the field tunnel; according to the uniaxial compressive strength of each tunnel rock sample, the influences of the joint cracks, the size effect and the like of the surrounding rock are comprehensively considered and disclosed, the conventional rock mechanical parameters are corrected and converted into the rock mechanical parameters, the surrounding rock strength is further obtained, and the solving process is shown in figure 2.
In this embodiment, specifically, the step a includes:
and establishing different fitting relation curves according to the point load strength and the uniaxial compressive strength test data of a large number of surrounding rock samples, and determining the best matching relation of the two fitting relation curves according to the fitting correlation.
In this embodiment, specifically, the different fitting relationship curves include:
linear and logarithmic relationships;
wherein the linear relationship is: sigma (sigma) c ＝aI S(50) +b；
The logarithmic relation is: sigma (sigma) c ＝aln(I S(50) )+b；
Wherein: sigma (sigma) c Is uniaxial compressive strength, I S(50) For point load strength, a and b are constants.
In this embodiment, specifically, the step C includes:
σ cmass ＝σ c1 S a
wherein: sigma (sigma) cmass For the strength of surrounding rock, sigma c1 The uniaxial compressive strength of the surrounding rock of the field tunnel is shown, and S and a are experimental parameters of rock mass mechanics.
In this embodiment, specifically, the empirical parameter S of rock mass mechanics is calculated by the following formula:
the rock mass mechanics empirical parameter a is calculated by the following formula:
wherein: GSI is a geological strength index, and D is a disturbance degree parameter for representing the excavated rock mass.
In this embodiment, further, a derivation process of a calculation formula of the surrounding rock strength is provided, which is specifically as follows:
wherein: sigma (sigma) 1 Sum sigma 3 Is the maximum principal stress and the minimum principal stress when the rock mass is broken, m b S and a are empirical parameters of rock mass mechanics; while in the rock mass excavation process, controlled blasting and mechanical excavation are strictly adopted, so D=0, and the rock strength test adopts a uniaxial compressive strength test, so sigma 3 =0, whereby the calculation formula of the surrounding rock strength is as follows:
σ cmass ＝σ 1 ＝σ c1 S a
in this embodiment, specifically, as shown in fig. 3, the method for obtaining the surrounding rock strength stress ratio is as follows:
step one: establishing a three-dimensional finite element model with complex topography and landform characteristics;
step two: carrying out regression inversion analysis on a tunnel line stress field by adopting a multiple linear regression analysis method (least square method or ridge regression method) in combination with ground stress actual measurement data with limited ground survey data, determining the distribution characteristics and the size of the tunnel line initial stress field, and determining the principal stress of each mileage section so as to obtain the maximum principal stress;
step three: and calculating the stress ratio of the surrounding rock strength based on the maximum main stress and the surrounding rock strength.
In this embodiment, specifically, the third step includes:
α＝σ cmass /σ max
wherein: alpha is the stress ratio of surrounding rock strength and sigma max Is the maximum principal stress.
In this embodiment, the deformation rate obtaining method specifically includes the following steps:
the deformation rate (namely the surrounding rock deformation rate) not only can measure the severity of tunnel deformation, but also is an important parameter for representing the release speed of the deformation performance of the excavated surrounding rock, and the value of the deformation rate can be calculated according to the single-day convergence deformation corresponding to the monitoring section.
In this embodiment, the evaluation criteria are specifically as follows:
when the strength of the surrounding rock is more than 8MPa, the stress ratio of the strength of the surrounding rock is more than 0.5, and the deformation rate is less than 1cm & d -1 When the tunnel is in the high deformation level, the tunnel is in the high deformation level;
when the strength of the surrounding rock is between 6 and 8MPa, the stress ratio of the strength of the surrounding rock is between 0.25 and 0.5, and the deformation rate is between 1 and 3 cm.d -1 When the deformation grade is in between, the large deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be slight;
when the strength of the surrounding rock is between 4 and 6MPa, the stress ratio of the strength of the surrounding rock is between 0.15 and 0.25, and the deformation rate is between 3 and 6 cm.d -1 When the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is medium;
when the strength of the surrounding rock is between 2 and 4MPa, the stress ratio of the strength of the surrounding rock is between 0.05 and 0.15, and the deformation rate is between 6 and 10 cm.d -1 When the deformation grade is in between, judging that the large deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is serious;
when the strength of the surrounding rock is less than 2MPa, the stress ratio of the strength of the surrounding rock is less than 0.05, and the deformation rate is more than 10cm & d -1 And when the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be extremely serious.
I.e. the criteria for evaluation are shown in table 1.
Table 1 criteria for evaluation
The above examples merely illustrate specific embodiments of the application, which are described in more detail and are not to be construed as limiting the scope of the application. It should be noted that it is possible for a person skilled in the art to make several variants and modifications without departing from the technical idea of the application, which fall within the scope of protection of the application.
This background section is provided to generally present the context of the present application and the work of the presently named inventors, to the extent it is described in this background section, as well as the description of the present section as not otherwise qualify as prior art at the time of filing, are neither expressly nor impliedly admitted as prior art against the present application.
Claims (10)
1. The large deformation grading method for the ultra-high ground stress ultra-large buried deep soft rock tunnel is characterized by comprising the following steps of:
step S1: obtaining large deformation grading parameters; the large deformation classification parameters include: surrounding rock strength, surrounding rock strength stress ratio and deformation rate;
step S2: and classifying the large deformation of the ultra-high ground stress ultra-large buried deep soft rock tunnel based on a preset judgment standard by combining the obtained large deformation classification parameters.
2. The grading method for large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 1, wherein the surrounding rock strength obtaining method is as follows:
step A: performing on-site tunnel surrounding rock sampling to obtain a surrounding rock sample, then respectively carrying out point load and uniaxial compression test to determine the strength of the surrounding rock sample, and establishing a fitting relation between the point load strength and the uniaxial compression strength according to a large number of test results;
and (B) step (B): measuring the point load strength of the surrounding rock of the field tunnel, and rapidly obtaining the uniaxial compressive strength of the surrounding rock of the field tunnel based on the fitting relation;
step C: and obtaining the surrounding rock strength of the surrounding rock of the field tunnel based on the uniaxial compressive strength of the surrounding rock of the field tunnel and combining the Hoek-Brown strength criterion.
3. The method for grading the large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 2, wherein the step a comprises:
and establishing different fitting relation curves according to the point load strength and the uniaxial compressive strength test data of a large number of surrounding rock samples, and determining the best matching relation of the two fitting relation curves according to the fitting correlation.
4. A method of grading large deformations of ultra-high ground stress ultra-large buried soft rock tunnel according to claim 3, characterized in that said different fitted relationship curves comprise:
linear and logarithmic relationships;
wherein the linear relationship is: sigma (sigma) c ＝aI S(50) +b；
The logarithmic relation is: sigma (sigma) c ＝aln(I S(50) )+b；
Wherein: sigma (sigma) c Is uniaxial compressive strength, I S(50) For point load strength, a and b are constants.
5. The grading method for large deformation of ultra-high ground stress ultra-large buried soft rock tunnel according to claim 4, wherein the step C comprises:
σ cmass ＝σ c1 S a
wherein: sigma (sigma) cmass For the strength of surrounding rock, sigma c1 The uniaxial compressive strength of the surrounding rock of the field tunnel is shown, and S and a are experimental parameters of rock mass mechanics.
6. The grading method for large deformation of ultra-high ground stress ultra-large buried soft rock tunnel according to claim 5, wherein the empirical parameter S of rock mass mechanics is calculated by the following formula:
the rock mass mechanics empirical parameter a is calculated by the following formula:
wherein: GSI is a geological strength index, and D is a disturbance degree parameter for representing the excavated rock mass.
7. The grading method for large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 5, wherein the surrounding rock strength stress ratio obtaining method is as follows:
step one: establishing a three-dimensional finite element model with complex topography and landform characteristics;
step two: carrying out regression inversion analysis on the tunnel stress field by adopting a multiple linear regression analysis method in combination with the ground stress actual measurement data with limited ground survey data, determining the distribution characteristics and the size of the tunnel initial stress field, and determining the principal stress of each mileage section so as to obtain the maximum principal stress;
step three: and calculating the stress ratio of the surrounding rock strength based on the maximum main stress and the surrounding rock strength.
8. The method for grading the large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 7, wherein the third step comprises:
α＝σ cmass /σ max
wherein: alpha is the stress ratio of surrounding rock strength and sigma max Is the maximum principal stress.
9. The grading method for large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 1, wherein the deformation rate obtaining method is as follows:
and calculating according to the single-day convergence deformation corresponding to the monitoring section.
10. The grading method for large deformation of the ultra-high ground stress ultra-large buried soft rock tunnel according to claim 1, wherein the evaluation criteria are as follows:
when the strength of the surrounding rock is more than 8MPa, the stress ratio of the strength of the surrounding rock is more than 0.5, and the deformation rate is less than 1cm & d -1 When the tunnel is in the high deformation level, the tunnel is in the high deformation level;
when the strength of the surrounding rock is between 6 and 8MPa, the stress ratio of the strength of the surrounding rock is between 0.25 and 0.5, and the deformation rate is between 1 and 3 cm.d -1 When the deformation grade is in between, the large deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be slight;
when the strength of the surrounding rock is between 4 and 6MPa, the stress ratio of the strength of the surrounding rock is between 0.15 and 0.25, and the deformation rate is between 3 and 6 cm.d -1 When the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is medium;
when the strength of the surrounding rock is between 2 and 4MPa, the stress ratio of the strength of the surrounding rock is between 0.05 and 0.15, and the deformation rate is between 6 and 10 cm.d -1 When the time is in between, the judgment is overThe large deformation grade of the high-ground-stress ultra-large buried deep soft rock tunnel is serious;
when the strength of the surrounding rock is less than 2MPa, the stress ratio of the strength of the surrounding rock is less than 0.05, and the deformation rate is more than 10cm & d -1 And when the deformation grade of the ultra-high ground stress ultra-large buried deep soft rock tunnel is judged to be extremely serious.
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