CN113360998A - Large deformation trend dynamic judgment and construction decision method for large deformation tunnel - Google Patents
Large deformation trend dynamic judgment and construction decision method for large deformation tunnel Download PDFInfo
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Abstract
The invention discloses a large deformation trend dynamic judgment and construction decision method for a large deformation tunnel, which comprises the following steps: counting the large deformation sections of the whole tunnel and the appearance phenomena, geological conditions, construction methods and support parameters of the large deformation sections; and treatment measures after large deformation; judging the grade of the large deformation section of the full-line soft rock tunnel according to the road tunnel design specification JTG 3370.1-2018; and dynamically judging the large deformation trend of the large deformation tunnel and making construction decisions based on the tunnel face exposure condition and/or the monitoring measurement data. The invention can be used as a dynamic construction guide for the trenchless section of the tunnel under different large deformation levels, and ensures the safety of the tunnel, constructors and equipment.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to a dynamic judgment and construction decision method for a large deformation trend of a large-deformation tunnel.
Background
In the process of constructing the mountain expressway, as the geological conditions are extremely complex, the environment is sensitive and the ecology is fragile, a large amount of weak surrounding rocks exist in a tunnel site area, the distribution range of the weak surrounding rocks is wide, the rock mass conditions are poor, the interbedded phenomenon is serious, the interlayer connection is poor, the soft surrounding rocks are easy to soften when meeting water, the obvious anisotropy and rheological property are realized, and as the tunnel burial depth is large, the extremely high initial ground stress is generated, under the superposition effect of the adverse factors, the soft rock tunnel can generate large deformation damage of different degrees, the large deformation damage can cause the problems of primary support stripping, steel arch frame distortion deformation, side wall bulging, overlarge deformation to serious limit intrusion, tunnel face collapse, large-area secondary lining cracking and the like, and brings very adverse effects on constructors, equipment safety, construction progress and the like, therefore, for the large deformation tunnel, it is necessary to take measures to effectively control the safety and stability of the surrounding rock and the tunnel.
At present, the invention and research about the large deformation tunnel of soft rock mostly only provides a new advance strengthening mode or a support strengthening device and a method for controlling large deformation aiming at a certain weak rock mass, but few large deformation tunnels are graded and predicted according to empirical formulas, numerical simulation or mathematical models, but the large deformation trend of the large deformation tunnels is dynamically judged and construction decision is made aiming at the tunnels with different large deformation grades systematically, the existing research and invention can not well guide the construction of the large deformation tunnel, the deformation trend judgment and the construction decision aiming at the large deformation tunnels with different grades are considered from two stages which are respectively large deformation trend judgment and construction decision based on the tunnel face exposure condition and large deformation trend judgment and construction decision based on monitoring and measuring data, the trend judgment and the construction decision of the large deformation in the two stages are not made at present, therefore, in order to better judge the trend of large deformation from the face condition and the monitoring and measuring data condition revealed in the existing tunnel construction, and to make parameters such as construction method support treatment measures and the like under the large deformation, statistics needs to be carried out on related appearance phenomena, geological conditions, monitoring and measuring data, construction methods, support structure parameters, treatment measures and the like of the large deformation tunnel under construction, a large deformation grading scheme is made to judge the large deformation grade, and two-stage judgment is carried out on the large deformation trend and construction decision according to the face revealing condition and the monitoring and measuring data.
Disclosure of Invention
The invention aims to solve the defects in the prior art and provides a dynamic judgment and construction decision method for the large deformation trend of a large-deformation tunnel.
In order to achieve the purpose, the invention is implemented according to the following technical scheme:
a large deformation trend dynamic judgment and construction decision method for a large deformation tunnel comprises the following steps:
s1, counting large deformation sections of the whole tunnel and appearance phenomena, geological conditions, construction methods and support parameters of the large deformation sections; and treatment measures after large deformation;
s2, judging the grade of the large deformation section of the full-line soft rock tunnel according to the design specification JTG3370.1-2018 of the highway tunnel;
and S3, dynamically judging the large deformation trend of the large deformation tunnel and making construction decisions based on the tunnel face exposure condition and/or the monitoring measurement data.
Further, the appearance phenomena in step S1 include a case where the primary support is peeled off and chipped, a case where the steel arch is deformed and distorted, a case where the side wall is bulged, a case where the tunnel face is collapsed stably, and a case where the secondary support is peeled off and cracked.
Further, the large deformation grade judgment in the step S2 is mainly based on the large deformation grade judgment in the highway tunnel design specification JTG3370.1-2018, and the result of the large deformation grade judgment in the highway tunnel design specification JTG3370.1-2018 is corrected according to existing data at home and abroad, the characteristics of the soft rock tunnel, the actual field construction condition and a large number of numerical simulation calculation results, and the considered main parameters are the maximum deformation amount, the maximum deformation rate within 5 days after excavation, namely, the deformation potential and the strength stress ratio Rc/σ 1.
Further, the step S3 of dynamically determining the large deformation trend of the large deformation tunnel and making construction decisions based on the tunnel face exposure condition includes the following steps:
S3A1, statistically analyzing the relationship between the large deformation of different grades and the geological conditions thereof, classifying and summarizing the relationship, and searching for the commonness between the large deformation of different grades and the geological conditions thereof;
S3A2, statistically analyzing the relation between the large deformation of different grades and the construction method and support thereof, classifying and summarizing the relation, and searching the commonality between the large deformation grades and the construction method support thereof;
and S3A3, providing large deformation trend prejudgment and construction decision based on the face exposure condition according to the relation between the large deformation of different levels and the geological conditions, construction method and support.
Further, the step S3a1 includes the following steps:
S3A11, counting the frequency of large deformation of different lithologic rock masses at the level under slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the lithologic property of the large deformation level;
S3A12, counting the frequency of large deformation of rock masses of different surrounding rock grades under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the surrounding rock grade;
S3A13, counting the frequency of large deformation of the level under different underground water conditions under slight, medium and strong large deformation levels, and searching for the rule between the large deformation level and the underground water, wherein the underground water conditions comprise underground water humidity, tunnel face or side wall water outlet, surrounding rock water body outflow, water inflow, surrounding rock fracture water conditions and tunnel water accumulation and mud sludge conditions;
S3A14, counting the frequency of large deformation of the grade under different surrounding rock crushing degrees under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the surrounding rock crushing degree; the crushing degree of the surrounding rock is classified into complete, relatively crushed, crushed and extremely crushed rock according to the interlaminar structure, the joint development condition, the local fragmentation condition, the structural action condition, the slipping and collapsing block condition, the surrounding rock peeling and dropping condition and the soil body soaking and clustering condition;
S3A15, counting the frequency of large deformation of the grade under different rock stratum thicknesses under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the rock stratum thickness;
S3A16, counting the frequency of large deformation of the level under different bedding angles under slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the bedding angle thereof, wherein the description of the angle between the bedding and a horizontal plane is shown in the attached drawing;
S3A17, counting the frequency of large deformation of the level under different stresses under the slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the ground stress.
Further, the step S3a2 includes the following steps:
S3A21, counting the frequency of the advanced reinforcement modes adopted under slight, medium and strong large deformation levels, drawing pie charts of the advanced reinforcement modes under different large deformation levels, searching for the rule between the large deformation levels and the advanced reinforcement modes, and correcting the advanced reinforcement modes through the field effect;
S3A22, counting the types and length frequency of the system anchor rods adopted under slight, medium and strong large deformation levels, drawing pie charts of the types and lengths of the system anchor rods under different large deformation levels, searching for rules between the large deformation levels and the system anchor rods, and correcting the conditions of the system anchor rods through the field effect;
S3A23, counting the frequency of the type and the length of the foot-locking anchor rod adopted under slight, medium and strong large deformation levels, drawing pie charts of the type and the length of the foot-locking anchor rod under different large deformation levels, searching for a rule between the large deformation level and the foot-locking anchor rod, and correcting the type of the foot-locking anchor rod through a field effect;
S3A24, counting the frequency of the types and the intervals of the steel arches adopted under slight, medium and strong large deformation levels, drawing pie charts of the types and the intervals of the steel arches under different large deformation levels, searching for rules between the large deformation levels and the steel arches, and correcting the conditions of the steel arches through the field effect;
S3A25, counting the frequency of the adopted reserved deformation amount under slight, medium and strong large deformation levels, drawing reserved deformation amount pie charts under different large deformation levels, searching for a rule between the large deformation levels and the reserved deformation amount, and correcting the reserved deformation amount through the field effect;
S3A26, counting the frequency of lining forms, strength and thickness adopted under slight, medium and strong large deformation levels, drawing pie charts of the lining forms, the strength and the thickness under different large deformation levels, searching for rules among the large deformation levels, the lining forms, the strength and the thickness, and correcting the lining forms, the strength and the thickness through the field effect;
S3A27, counting the frequency of the types and parameters of the reinforcing steel bar nets adopted under slight, medium and strong large deformation levels, drawing a reinforcing steel bar net type and parameter pie chart under different large deformation levels, searching for rules among the large deformation levels, the types and the parameters of the reinforcing steel bar nets, and correcting the types and the parameters of the reinforcing steel bar nets through the field effect;
S3A28, counting the frequency of the adopted construction method under slight, medium and strong large deformation levels, drawing construction method pie charts under different large deformation levels, searching for the rule between the large deformation levels and the construction method, and correcting the construction method through the field effect;
S3A29, counting the frequency of the adopted inverted arch and two-lining step pitch under slight, medium and strong large deformation grades, drawing a pie chart of the inverted arch and the two-lining step pitch under different large deformation grades, searching the rule between the large deformation grade and the inverted arch and the two-lining step pitch, and correcting the inverted arch and the two-lining step pitch through the field effect.
Further, in the step S3a3, the proposed large deformation trend pre-judgment and construction decision based on the tunnel face exposure mainly includes surrounding rock grade, surrounding rock lithology, rock mass crushing degree, underground water development condition, rock stratum thickness, bedding and horizontal plane angle, ground stress, and the proposed construction method, step length, step height, excavation footage, inverted arch, two lining step distance, and the proposed support, advance support measure, primary support form, primary support spraying mixing parameter, reinforcing mesh parameter, system anchor rod size parameter, foot locking anchor rod size parameter, steel arch frame type and parameter, and reserved deformation amount under the proposed corresponding large deformation grade.
Further, the step S3 of dynamically determining the large deformation trend of the large deformation tunnel and making construction decisions based on the monitoring measurement data includes the following steps:
S3B1, statistically analyzing the relationship between the large deformation of different levels and the deformation characteristic value, classifying and summarizing the relationship, and searching the commonality between the large deformation of different levels and the deformation characteristic value;
S3B2, statistically analyzing the relationship between the large deformation of different levels and treatment measures thereof, classifying and summarizing the relationship, and searching for the commonness between the large deformation of different levels and the treatment measures thereof;
and S3B3, according to the relationship between the large deformation of the previous different levels and the deformation characteristic value and the treatment measure, providing the large deformation trend prejudgment based on the monitoring measurement data and construction decision of the second stage to obtain the numerical value ranges of the deformation potentiality, the maximum deformation rate, the average deformation rate and the accumulated deformation amount under different large deformation levels, and providing the reinforcement measure of the executed section and the measure required to be improved in the next cycle.
Further, the step S3B1 includes the following steps:
S3B11, counting the deformation potentials of the sections under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the deformation potentials, and searching for the aggregation rule of the deformation potentials under the same large deformation level;
S3B12, counting the maximum deformation rate of each section before damage under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the maximum deformation rate before damage, and searching for the aggregation rule of the maximum deformation rate before damage under the same large deformation level;
S3B13, counting average deformation rates before damage of all sections under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the average deformation rates before damage, and searching for an aggregation rule of the average deformation rates before damage under the same large deformation levels;
and S3B14, counting the accumulated deformation of each section under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the accumulated deformation, and searching for the aggregation rule of the accumulated deformation under the same large deformation level.
Further, the step S3B3 specifically includes: by counting the use frequency of treatment measures under different large deformation levels, drawing percentage pie charts of the treatment measures under different large deformation levels, and correcting the finally adopted treatment measures under different large deformation levels according to the treatment effect of the on-site treatment measures; regarding the treatment measures under different large deformation levels which are finally taken, the treatment measures are considered in two steps, namely strengthening measures of the executed sections and measures which need improvement in the next cycle.
Compared with the prior art, the invention has the following beneficial effects:
the method is based on the large deformation section of the whole-line large deformation tunnel which has sent large deformation, and establishes two-stage large deformation trend pre-judgment and construction decision based on the face exposure condition and the monitoring measurement data by counting the appearance phenomenon, the geological condition, the monitoring measurement data, the construction method and the support parameters of different large deformation sections and the treatment measures after the large deformation.
The two-stage large deformation trend pre-judging and construction decision method based on the tunnel face disclosure condition and the monitoring measurement data can obtain more scientific and complete results compared with other large deformation grade trend pre-judging methods. And along with the excavation of tunnel, the face that exposes and control the measured data more and more, can be based on the face that newly exposes and control the measured data and carry out dynamic adjustment to big deformation trend prejudgement and construction decision-making, can be better guide the construction of tunnel, guarantee the deformation and the country rock stability of soft rock big deformation tunnel, have the notion clear, realize convenient, cost advantage such as lower.
Drawings
FIG. 1 is a flow chart of the present invention.
Figure 2 is a schematic illustration of the bedding versus horizontal plane angle.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. The specific embodiments described herein are merely illustrative of the invention and do not limit the invention.
As shown in fig. 1, the embodiment specifically discloses a dynamic determination and construction decision method for large deformation tendency of a large deformation tunnel, which mainly includes two stages: the trend prejudgment and construction decision based on different large deformation levels of the tunnel face exposure condition and the large deformation trend prejudgment and construction decision based on the monitoring measurement data are respectively described below.
The trend prejudgment and construction decision under different large deformation levels based on the tunnel face exposure condition comprises the following steps:
s1: counting large deformation sections of the whole tunnel and appearance phenomena, geological conditions, construction methods and support parameters of the large deformation sections, wherein the appearance phenomena comprise the conditions of stripping and block falling of a primary support, deformation and distortion of a steel arch frame, bulging of a side wall, stable slipping and collapsing of a tunnel face, cracking of a secondary lining and the like;
s2: the method comprises the steps of judging the grade of a large deformation section of a full-line soft rock tunnel through judging the large deformation grade in a highway tunnel design specification JTG3370.1-2018, judging the large deformation grade by adopting the ratio of the deformation to the tunnel width in the highway tunnel design specification JTG3370.1-2018, giving a reference to the judgment of the large deformation grade in the highway tunnel design specification JTG3370.1-2018, mainly judging the large deformation grade according to the large deformation grade in the highway tunnel design specification JTG3370.1-2018, and correcting the judgment result of the large deformation grade in the highway tunnel design specification JTG3370.1-2018 according to existing data at home and abroad, the self characteristics of the soft rock tunnel, the actual construction condition on site and a large number of numerical simulation calculation results. The main parameters considered are maximum deformation, deformation potential (maximum deformation rate within 5 days after excavation), strength-stress ratio (Rc/sigma 1) and the like;
s3: statistically analyzing the relationship between the large deformation of different grades and the geological conditions thereof, classifying and summarizing the relationship, and searching for the commonness between the large deformation of different grades and the geological conditions thereof;
step S3 specifically includes the following steps:
s31: and (5) statistically analyzing the relationship between different large deformation grades and lithology thereof. Counting the frequency of the large deformation of different lithologic rock masses (slight, medium and strong) under different large deformation levels, and searching for the rule between the large deformation level and the lithologic property of the rock masses;
s32: and (5) statistically analyzing the relation between different large deformation grades and the surrounding rock grade. Counting the frequency of large deformation of rock masses of different surrounding rock grades under different large deformation grades (slight, medium and strong), and searching for a rule between the large deformation grade and the surrounding rock grade;
s33: and (5) statistically analyzing the relation between different large deformation grades and the underground water condition of the large deformation grades. Counting the frequency of large deformation of the grade under different large deformation grades (slight, medium and strong) under different underground water conditions, searching for the rule between the large deformation grade and the underground water thereof, and classifying the underground water conditions according to the road tunnel design specification JTG3370.1-2018 and related documents from the underground water humidity condition, the tunnel face or side wall water outlet condition, the surrounding rock water body outflow condition, the water inflow amount, the surrounding rock crack water condition and the tunnel water accumulation mud condition;
s34: and (4) carrying out statistical analysis on the relationship between different large deformation grades and the surrounding rock crushing degree of the large deformation grades. Counting the frequency of large deformation of different levels of surrounding rock breakage (slight, medium and strong) under different large deformation levels, and searching for the rule between the large deformation level and the surrounding rock breakage level, wherein the surrounding rock breakage level can be classified into complete, broken and extremely broken rock according to the conditions of interlaminar structure, joint development condition, local fragmentation condition, structural action condition, slipping and collapsing block falling condition, surrounding rock stripping and falling condition, soil body soaking and agglomeration and the like;
s35: and (4) statistically analyzing the relation between different large deformation grades and the thickness of the rock stratum. Counting the frequency of large deformation of the grade under different large deformation grades (slight, medium and strong) different rock stratum thicknesses, and searching for a rule between the large deformation grade and the rock stratum thickness, wherein the rock stratum thickness is used as an influence factor of the large deformation, mainly because the rock strata of different rock masses have large thickness difference, and the rock strata of some rock masses are extremely thin and are in a sheet shape, and the rock stratum is easy to generate large soft rock deformation under extrusion, so the rock stratum thickness is necessary to be taken into consideration;
s36: and (4) statistically analyzing the relationship between different large deformation grades and the bedding and the horizontal plane angle. Counting the frequency of large deformation of the level under different (slight, medium and strong) bedding and horizontal plane angles under different large deformation levels, searching for the rule between the large deformation level and the bedding and horizontal plane angles, wherein the description of the angles between the bedding and the horizontal plane is shown in FIG. 2, and the bedding and horizontal plane angles are taken as the influence factors under different large deformation levels, mainly because the position and the danger degree of the large deformation of the tunnel can be correspondingly changed along with the change of the bedding angles, so that the statistical analysis of the large deformation and the bedding angles is necessary;
s37: and (4) statistically analyzing the relationship between different large deformation levels and the ground stress thereof. Counting the frequency of the large deformation of different large deformation levels (slight, medium and strong) under different stresses, searching for the rule between the large deformation level and the ground stress, taking the ground stress as the influence factor under different large deformation levels mainly because related researches show that the magnitude and direction of the ground stress can have great influence on the degree and position of the large deformation, the main factor influencing the ground stress is the self-weight stress caused by different burial depths and the structural stress caused by the regional geological structure action, the buried depth is easy to obtain in construction, can be obtained according to a tunnel longitudinal section diagram and the tunnel face mileage in design, the original ground stress test is not easy to obtain in the tunnel site area and has higher cost, the method is used for quickly judging the large deformation trend and making related decisions, therefore, the stress can be considered and analyzed by replacing the burial depth, the large deformation trend can be rapidly judged, and relevant decisions can be made;
s4: carrying out statistical analysis on the relationship between the large deformation of different grades and the construction method and the support thereof, classifying and summarizing the relationship, and searching the commonality between the large deformation grades and the support of the construction method;
step S4 specifically includes the following steps:
s41: and (4) statistically analyzing the relation between different large deformation grades and the advanced reinforcement mode adopted by the large deformation grades. Counting the frequency of the advanced reinforcement modes adopted under different large deformation levels (slight, medium and strong), drawing a pie chart of the advanced reinforcement modes under different large deformation levels, searching for a rule between the large deformation levels and the advanced reinforcement modes, and correcting the advanced reinforcement modes through the field effect;
s42: and (4) statistically analyzing the relation between different large deformation grades and the adopted system anchor rods. Counting the types and the length frequency of the system anchor rods adopted under different large deformation levels (slight, medium and strong), drawing a pie chart of the types and the lengths of the system anchor rods under different large deformation levels, searching for a rule between the large deformation levels and the system anchor rods, and correcting the condition of the system anchor rods through the field effect;
s43: and (4) carrying out statistical analysis on the relation between different large deformation grades and the foot locking anchor rods adopted by the large deformation grades. Counting the frequency of the type and the length of the foot-locking anchor rod adopted under different large deformation levels (slight, medium and strong), drawing a pie chart of the type and the length of the foot-locking anchor rod under different large deformation levels, searching for a rule between the large deformation level and the foot-locking anchor rod, and correcting the type of the foot-locking anchor rod through a field effect;
s44: and (4) statistically analyzing the relationship between different large deformation grades and the type and the distance of the adopted steel arch frames. Counting the frequency of the type and the spacing of the adopted steel arches under different large deformation levels (slight, medium and strong), drawing a pie chart of the type and the spacing of the steel arches under different large deformation levels, searching for a rule between the large deformation level and the steel arches, and correcting the condition of the steel arches through a field effect;
s45: and (4) carrying out statistical analysis on the relation between different large deformation levels and the adopted reserved deformation amount. Counting the frequency of the adopted reserved deformation under different large deformation levels (slight, medium and strong), drawing a reserved deformation pie chart under different large deformation levels, searching for a rule between the large deformation levels and the reserved deformation, and correcting the reserved deformation through the field effect;
s46: and (4) statistically analyzing the relation between different large deformation grades and the adopted lining condition. Counting the frequency of lining (primary support and secondary support) forms, strength and thickness adopted under different large deformation levels (slight, medium and strong), drawing a lining form, strength and thickness pie chart under different large deformation levels, searching the rule between the large deformation level and the lining form, the strength and the thickness, and correcting the lining form, the strength and the thickness through the field effect;
s47: and (4) statistically analyzing the relation between different large deformation grades and the reinforcing mesh adopted by the large deformation grades. Counting the frequency of the types and parameters of the reinforcing steel bar nets adopted under different large deformation levels (slight, medium and strong), drawing a reinforcing steel bar net type and parameter pie chart under different large deformation levels, searching for rules among the large deformation levels, the types and parameters of the reinforcing steel bar nets, and correcting the types and parameters of the reinforcing steel bar nets through the field effect;
s48: and (4) carrying out statistical analysis on the relation between different large deformation grades and the adopted construction method. Counting the frequency of the adopted construction method under different large deformation levels (slight, medium and strong), drawing a construction method pie chart under different large deformation levels, searching the rule between the large deformation levels and the construction method, and correcting the construction method through the field effect;
s49: and (4) statistically analyzing the relation between different large deformation grades and the adopted inverted arch and two-lining step pitch. Counting the frequency of the inverted arch and the second lining step pitch adopted under different large deformation grades (slight, medium and strong), drawing a pie chart of the inverted arch and the second lining step pitch under different large deformation grades, searching the rule between the large deformation grade and the inverted arch and the second lining step pitch, and correcting the inverted arch and the second lining step pitch through the field effect;
s5: according to the relation between the large deformation of the previous different grades and the geological condition, the construction method and the support thereof, the large deformation trend prejudgment and the construction decision based on the face exposure condition of the first stage are provided, and the large deformation trend prejudgment and the construction decision mainly comprise the face exposure condition (surrounding rock grade, surrounding rock lithology, rock mass crushing degree, underground water development condition, rock stratum thickness, bedding and horizontal plane angle and ground stress), the construction method and parameters (step length, step height, excavation footage, arch and second lining step distance) which are suggested to be adopted under the corresponding large deformation grade, and the support and parameters (advanced support measures, primary support form, primary support spraying mixing parameters, reinforcing mesh parameters, system anchor rod size parameters, foot locking anchor rod size parameters, steel arch frame types and parameters and reserved deformation amount) which are suggested to be adopted.
The large deformation trend prejudgment and construction decision based on the monitoring measurement data comprises the following steps:
a1: counting the large deformation sections of the whole tunnel, the deformation characteristic values and treatment measures of the large deformation sections;
a2: according to the relevant content about large deformation grade judgment in the road tunnel design specification JTG3370.1-2018, carrying out grade judgment on large deformation of the whole line;
a3: carrying out statistical analysis on the relationship between the large deformation of different levels and the deformation characteristic value, classifying and summarizing the relationship, and searching the commonality between the large deformation of different levels and the deformation characteristic value;
step a3 specifically includes the following steps:
a31: and (4) statistically analyzing the relationship between different large deformation grades and deformation potentials of the large deformation grades. Counting the deformation potentials of all sections under different large deformation levels (slight, medium and strong), drawing a scatter diagram of the large deformation levels and the deformation potentials, and searching for the aggregation rule of the deformation potentials under the same large deformation levels;
a32: and (4) statistically analyzing the relation between different large deformation grades and the maximum deformation rate before damage. Counting the maximum deformation rate of each section before damage under different large deformation levels (slight, medium and strong), drawing a scatter diagram of the large deformation levels and the maximum deformation rate before damage, and searching the aggregation rule of the maximum deformation rate before damage under the same large deformation level;
a33: and (4) statistically analyzing the relation between different large deformation grades and the average deformation rate before damage. Counting the average deformation rate of each section before damage under different large deformation levels (slight, medium and strong), drawing a scatter diagram of the large deformation levels and the average deformation rate before damage, and searching the aggregation rule of the average deformation rate before damage under the same large deformation level;
a34: and (5) statistically analyzing the relationship between different large deformation grades and the accumulated deformation. Counting the accumulated deformation of each section under different large deformation levels (slight, medium and strong), drawing a scatter diagram of the large deformation levels and the accumulated deformation, and searching for an aggregation rule of the accumulated deformation under the same large deformation level;
a4: the method comprises the steps of carrying out statistical analysis on the relationship between large deformation in different levels and treatment measures thereof, carrying out classification summary on the relationship, searching for the commonalities between the large deformation levels and the treatment measures thereof, drawing percentage pie charts of the treatment measures in different large deformation levels by carrying out statistics on the use frequency of the treatment measures in different large deformation levels, and correcting the finally adopted treatment measures in different large deformation levels according to the treatment effect of the on-site treatment measures. Regarding the treatment measures under different large deformation levels which are finally taken, the treatment measures can be considered in two steps, namely the reinforcement measures of the constructed section and the measures which need to be improved in the next cycle, the treatment measures can be mainly considered from the steps of adding a steel support, adding a foot locking anchor rod, reinforcing a pipe shed, combining a long anchor rod and a short anchor rod, grouting reinforcement, arch changing treatment and the like, and the treatment measures can be listed as a preferred measure and can be progressively analyzed and considered in the aspects of bulging if deformation cannot be continuously controlled or if a loose stratum appears, a cavity collapsed by slipping appears, surrounding rock sections are broken if the deformation extremely appears, lithology disclosed by excavation of a next cycle face is consistent and the like;
a5: according to the relation between the large deformation of the previous different grades and the deformation characteristic value and treatment measures thereof, the large deformation trend prejudgment and construction decision based on the monitoring measurement data of the second stage are provided, the numerical ranges of the deformation potentiality, the maximum deformation rate, the average deformation rate and the accumulated deformation under different large deformation grades are listed, and the reinforcement measures of the executed section and the measures needing improvement in the next cycle are provided;
the method is based on the large deformation section of the whole-line large deformation tunnel which has sent large deformation, and establishes two-stage large deformation trend pre-judgment and construction decision based on the face exposure condition and the monitoring measurement data by counting the appearance phenomenon, the geological condition, the monitoring measurement data, the construction method and the support parameters of different large deformation sections and the treatment measures after the large deformation.
The two-stage large deformation trend pre-judging and construction decision method based on the tunnel face disclosure condition and the monitoring measurement data can obtain more scientific and complete results compared with other large deformation grade trend pre-judging methods. And along with the excavation of tunnel, the face that exposes and control the measured data more and more, can be based on the face that newly exposes and control the measured data and carry out dynamic adjustment to big deformation trend prejudgement and construction decision-making, can be better guide the construction of tunnel, guarantee the deformation and the country rock stability of soft rock big deformation tunnel, have the notion clear, realize convenient, cost advantage such as lower.
Example analysis:
jiuzhan is an important component of national and Sichuan highway network planning, and spans the national village, the Pingwu, the Beichuan, the Jiang oil and the Mianyang. The total length of the line is 244.026 kilometers, and the bridge-tunnel ratio is up to 81 percent, wherein the tunnel exceeds 120 kilometers. The tunnel is acted by geological conditions, structures and the like along the line, a large number of soft rock tunnels appear, the soft rock tunnels are mostly metamorphic phyllite and metamorphic slate, and due to poor interlayer connection, the interbedded phenomenon is prominent, obvious anisotropy and rheological property are high, the buried depth is large, and under the multiple action of high ground stress, the Wulipo tunnel, the Baima tunnel and the buffalo tunnel generate different degrees of large deformation of the soft rock, so that the safety of the tunnel and constructors is damaged, and the construction progress is seriously influenced.
According to statistics of large deformation sections and apparent phenomena thereof, geological conditions, monitoring and measuring data, construction methods, support parameters and treatment measures after large deformation occurs in nine high-speed large-deformation tunnels, grade judgment is carried out on large deformation occurring in the whole line according to relevant regulations of highway tunnel design specifications JTG3370.1-2018, then nine high-speed large deformation trend dynamic judgment and construction decision schemes are made according to large deformation grade trend judgment and construction decision of a first stage of tunnel face exposure condition and large deformation trend judgment and construction decision of a second stage based on the monitoring and measuring data, and first-stage large deformation trend judgment and construction decision of surrounding rock grades, surrounding rock properties, rock mass crushing degree, underground water development condition, suggested construction method parameters, suggested support parameters and the like and deformation potential under different large deformation grades are made, The maximum deformation rate, the average deformation rate, the accumulated deformation and the reinforcement measures of the constructed section and the follow-up improvement of the trend judgment and construction decision of the second stage in the next stage are carried out, and the deformation and construction conditions of the surrounding rock of the large-deformation tunnel are dynamically controlled through the formulated large deformation trend prejudgment and construction decision of the two stages, so that the deformation and the stability of the nine-inch high-speed medium-large-deformation tunnel are effectively controlled, and the construction progress is greatly improved.
The nine-soft high-speed two-stage large deformation trend prejudgment and construction decision table is listed below, and specific reference is made to tables 1, 2, 3, 4 and 5, so that reference can be provided for the two-stage large deformation grade trend prejudgment and construction decision of the rest of the layered soft rock large deformation tunnels.
TABLE 1
TABLE 2
TABLE 3
TABLE 4
TABLE 5
| Grading with large deformation | Name (R) | Criterion (%) |
| Class I | Slight large deformation | 2≤Ua/a＜3 |
| Class II | Moderate to large deformation | 3≤Ua/a＜5 |
| Class III | Strong large deformation | 5≤Ua/a |
The technical solution of the present invention is not limited to the limitations of the above specific embodiments, and all technical modifications made according to the technical solution of the present invention fall within the protection scope of the present invention.
Claims (10)
1. A large deformation trend dynamic judgment and construction decision method for a large deformation tunnel is characterized by comprising the following steps:
s1, counting large deformation sections of the whole tunnel and appearance phenomena, geological conditions, construction methods and support parameters of the large deformation sections; and treatment measures after large deformation;
s2, judging the grade of the large deformation section of the full-line soft rock tunnel according to the design specification JTG3370.1-2018 of the highway tunnel;
and S3, dynamically judging the large deformation trend of the large deformation tunnel and making construction decisions based on the tunnel face exposure condition and/or the monitoring measurement data.
2. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 1, wherein the appearance phenomena in the step S1 include the condition of initial support stripping and block dropping, the condition of deformation and distortion of the steel arch, the condition of side wall bulging, the condition of stable walking collapse of the tunnel face, and the condition of cracking due to stripping of the two linings.
3. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 1, wherein the large deformation grade judgment in the step S2 is mainly based on the large deformation grade judgment in the road tunnel design specification JTG3370.1-2018, and the result of the large deformation grade judgment in the road tunnel design specification JTG3370.1-2018 is corrected according to existing data at home and abroad, the characteristics of the soft rock tunnel, the actual construction situation on site and a large number of numerical simulation calculation results, and the considered main parameters are maximum deformation, maximum deformation rate, namely deformation potential, and strength-stress ratio Rc/σ 1 within 5 days after excavation.
4. The dynamic large deformation trend determination and construction decision method for large deformation tunnels according to claim 1, wherein the step S3 of dynamically determining and making construction decisions on the large deformation trend of large deformation tunnels based on tunnel face exposure comprises the following steps:
S3A1, statistically analyzing the relationship between the large deformation of different grades and the geological conditions thereof, classifying and summarizing the relationship, and searching for the commonness between the large deformation of different grades and the geological conditions thereof;
S3A2, statistically analyzing the relation between the large deformation of different grades and the construction method and support thereof, classifying and summarizing the relation, and searching the commonality between the large deformation grades and the construction method support thereof;
and S3A3, providing large deformation trend prejudgment and construction decision based on the face exposure condition according to the relation between the large deformation of different levels and the geological conditions, construction method and support.
5. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 4, wherein the step S3A1 comprises the following steps:
S3A11, counting the frequency of large deformation of different lithologic rock masses at the level under slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the lithologic property of the large deformation level;
S3A12, counting the frequency of large deformation of rock masses of different surrounding rock grades under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the surrounding rock grade;
S3A13, counting the frequency of large deformation of the level under different underground water conditions under slight, medium and strong large deformation levels, and searching for the rule between the large deformation level and the underground water, wherein the underground water conditions comprise underground water humidity, tunnel face or side wall water outlet, surrounding rock water body outflow, water inflow, surrounding rock fracture water conditions and tunnel water accumulation and mud sludge conditions;
S3A14, counting the frequency of large deformation of the grade under different surrounding rock crushing degrees under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the surrounding rock crushing degree; the crushing degree of the surrounding rock is classified into complete, relatively crushed, crushed and extremely crushed rock according to the interlaminar structure, the joint development condition, the local fragmentation condition, the structural action condition, the slipping and collapsing block condition, the surrounding rock peeling and dropping condition and the soil body soaking and clustering condition;
S3A15, counting the frequency of large deformation of the grade under different rock stratum thicknesses under slight, medium and strong large deformation grades, and searching for a rule between the large deformation grade and the rock stratum thickness;
S3A16, counting the frequency of large deformation of the level under different bedding angles under slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the bedding angle thereof, wherein the description of the angle between the bedding and a horizontal plane is shown in the attached drawing;
S3A17, counting the frequency of large deformation of the level under different stresses under the slight, medium and strong large deformation levels, and searching for a rule between the large deformation level and the ground stress.
6. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 5, wherein the step S3A2 comprises the following steps:
S3A21, counting the frequency of the advanced reinforcement modes adopted under slight, medium and strong large deformation levels, drawing pie charts of the advanced reinforcement modes under different large deformation levels, searching for the rule between the large deformation levels and the advanced reinforcement modes, and correcting the advanced reinforcement modes through the field effect;
S3A22, counting the types and length frequency of the system anchor rods adopted under slight, medium and strong large deformation levels, drawing pie charts of the types and lengths of the system anchor rods under different large deformation levels, searching for rules between the large deformation levels and the system anchor rods, and correcting the conditions of the system anchor rods through the field effect;
S3A23, counting the frequency of the type and the length of the foot-locking anchor rod adopted under slight, medium and strong large deformation levels, drawing pie charts of the type and the length of the foot-locking anchor rod under different large deformation levels, searching for a rule between the large deformation level and the foot-locking anchor rod, and correcting the type of the foot-locking anchor rod through a field effect;
S3A24, counting the frequency of the types and the intervals of the steel arches adopted under slight, medium and strong large deformation levels, drawing pie charts of the types and the intervals of the steel arches under different large deformation levels, searching for rules between the large deformation levels and the steel arches, and correcting the conditions of the steel arches through the field effect;
S3A25, counting the frequency of the adopted reserved deformation amount under slight, medium and strong large deformation levels, drawing reserved deformation amount pie charts under different large deformation levels, searching for a rule between the large deformation levels and the reserved deformation amount, and correcting the reserved deformation amount through the field effect;
S3A26, counting the frequency of lining forms, strength and thickness adopted under slight, medium and strong large deformation levels, drawing pie charts of the lining forms, the strength and the thickness under different large deformation levels, searching for rules among the large deformation levels, the lining forms, the strength and the thickness, and correcting the lining forms, the strength and the thickness through the field effect;
S3A27, counting the frequency of the types and parameters of the reinforcing steel bar nets adopted under slight, medium and strong large deformation levels, drawing a reinforcing steel bar net type and parameter pie chart under different large deformation levels, searching for rules among the large deformation levels, the types and the parameters of the reinforcing steel bar nets, and correcting the types and the parameters of the reinforcing steel bar nets through the field effect;
S3A28, counting the frequency of the adopted construction method under slight, medium and strong large deformation levels, drawing construction method pie charts under different large deformation levels, searching for the rule between the large deformation levels and the construction method, and correcting the construction method through the field effect;
S3A29, counting the frequency of the adopted inverted arch and two-lining step pitch under slight, medium and strong large deformation grades, drawing a pie chart of the inverted arch and the two-lining step pitch under different large deformation grades, searching the rule between the large deformation grade and the inverted arch and the two-lining step pitch, and correcting the inverted arch and the two-lining step pitch through the field effect.
7. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 6, wherein in the step S3a3, the proposed large deformation trend pre-judgment and construction decision based on the tunnel face exposure condition mainly includes surrounding rock grade, surrounding rock lithology, rock breaking degree, underground water development condition, rock thickness, bedding and horizontal plane angle, ground stress, and the proposed construction method, step length, step height, excavation footage, inverted arch, two-lining step distance, and the proposed support, advanced support measure, primary support form, primary support spraying mixing parameter, reinforcing mesh parameter, system anchor rod size parameter, foot-locking anchor rod size parameter, steel arch type and parameter, and reserved deformation under the proposed corresponding large deformation grade.
8. The dynamic large deformation trend determination and construction decision method for large deformation tunnels according to claim 1, wherein the step S3 of dynamically determining and making construction decisions on the large deformation trend of large deformation tunnels based on the monitored measurement data comprises the following steps:
S3B1, statistically analyzing the relationship between the large deformation of different levels and the deformation characteristic value, classifying and summarizing the relationship, and searching the commonality between the large deformation of different levels and the deformation characteristic value;
S3B2, statistically analyzing the relationship between the large deformation of different levels and treatment measures thereof, classifying and summarizing the relationship, and searching for the commonness between the large deformation of different levels and the treatment measures thereof;
and S3B3, according to the relationship between the large deformation of the previous different levels and the deformation characteristic value and the treatment measure, providing the large deformation trend prejudgment based on the monitoring measurement data and construction decision of the second stage to obtain the numerical value ranges of the deformation potentiality, the maximum deformation rate, the average deformation rate and the accumulated deformation amount under different large deformation levels, and providing the reinforcement measure of the executed section and the measure required to be improved in the next cycle.
9. The large deformation trend dynamic judgment and construction decision method for the large deformation tunnel according to claim 1, wherein the step S3B1 comprises the following steps:
S3B11, counting the deformation potentials of the sections under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the deformation potentials, and searching for the aggregation rule of the deformation potentials under the same large deformation level;
S3B12, counting the maximum deformation rate of each section before damage under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the maximum deformation rate before damage, and searching for the aggregation rule of the maximum deformation rate before damage under the same large deformation level;
S3B13, counting average deformation rates before damage of all sections under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the average deformation rates before damage, and searching for an aggregation rule of the average deformation rates before damage under the same large deformation levels;
and S3B14, counting the accumulated deformation of each section under slight, medium and strong large deformation levels, drawing a scatter diagram of the large deformation levels and the accumulated deformation, and searching for the aggregation rule of the accumulated deformation under the same large deformation level.
10. The method for dynamically determining the large deformation trend and making construction decisions according to claim 9, wherein the step S3B3 specifically comprises: by counting the use frequency of treatment measures under different large deformation levels, drawing percentage pie charts of the treatment measures under different large deformation levels, and correcting the finally adopted treatment measures under different large deformation levels according to the treatment effect of the on-site treatment measures; regarding the treatment measures under different large deformation levels which are finally taken, the treatment measures are considered in two steps, namely strengthening measures of the executed sections and measures which need improvement in the next cycle.
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