CN111798155B - Surrounding rock quality evaluation and monitoring excavation management system for rock-like pile tunnel - Google Patents
Surrounding rock quality evaluation and monitoring excavation management system for rock-like pile tunnel Download PDFInfo
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Abstract
The System is characterized by comprising an acquisition and data System, an evaluation System and a monitoring excavation management System, wherein the evaluation System is based on a tunnel excavation and support cooperation integrated concept and method (I-System), comprises a rock-like pile module System and a support structure module System, the evaluation System calculates by substituting A i、Ci、Hi、Pi、Si、DFi、ETi into an I-TTGS total formula to obtain a result I, and the quality of the rock-like pile surrounding rock can be evaluated by the System according to percentage. And quantitatively determining the quality of surrounding rock of the rock-like pile body tunnel according to different I value percentages (100 per cent). The quality evaluation of the surrounding rock of the rock-soil mass is realized; the monitoring excavation management system effectively guides and manages the safety construction of the rock-like pile tunnel, and is beneficial to management and risk management and control in the tunnel construction period.
Description
Technical Field
The invention relates to the field of tunnel structure design and safe construction in surrounding rocks of rock-like piles.
Background
Rock mass quality evaluation is a vital link in tunnel design and construction. The method is an effective means for establishing a tunnel geological model, and is widely applied to tunnel structure design and tunnel excavation technology. Currently, the quality evaluation method of rock and soil mass is still limited to a single quality evaluation method for rock mass or soil mass, but does not have a quality evaluation method for rock-like pile mass. For example, the well-known methods such as RMR and Q system (see literature R.K, goel, etc. .Correlation between Barton's Q and Bieniawski's RMR—A new approach[J].International Journal of Rock Mechanics&Mining Sciences&Geomechanics Abstracts,1996.) are quality evaluation methods for rock mass, and RMR is only applicable to surrounding rock mass of earth surface and underground construction (architecture) and has defects in consideration of uncertainty of water pressure and joint production, Q system method is only applicable to rock mass tunnel and has limited considered rock mass parameters, and evaluation of soil mass by geotechnical engineering survey specifications, 2001, 2009, etc. is also limited to soil mass engineering application scope and does not relate to rock mass of "rock+soil mass".
The surrounding rock components of the rock-pile-like tunnel are generally a mixture of rock mass and soil mass, have poor self-stabilization capability, are easily influenced by underground water, are widely distributed in Yunnan areas of laterite plateaus in China, and belong to discontinuous rock masses. The stability of tunnel excavation in the surrounding rock of the rock-like pile body is mainly determined by the rock mass of the rock-like pile body and the discontinuous surface of the binary structure of the surrounding rock mass and the soil mass of the rock-like pile body, and the existing method for evaluating the quality of the homogeneous rock mass is obviously not applicable to the rock-like pile body. Therefore, at present, no quality evaluation method for surrounding rock of the rock-like pile tunnel exists at home and abroad. In view of the above problems, no effective solution has been proposed at home and abroad.
Disclosure of Invention
According to the technical scheme, the rock-soil mass medium, the tunnel structure characteristics and the excavation construction factors are combined, the damage influence of excavation disturbance on the rock-like pile body is researched, and the influence of the interaction of the rock-like pile body and the supporting structure and the excavation method factors in surrounding rock quality evaluation is researched. The invention aims to disclose a quality evaluation and excavation management system suitable for surrounding rocks of a rock-like pile tunnel for the first time: fully considering the regional characteristics of surrounding rocks of the rock-like pile tunnel, stratum behaviors, stratum hazards, supporting systems, structural scales and excavation influence, acquiring the states of excavation surfaces and surrounding rocks in the tunnel design and construction stages in the surrounding rocks of the rock-like pile by an established acquisition and information system, and storing all data in a parameterized model database; the quality evaluation System (Index of Talus-type group-Structure System) of surrounding rock of the rock-like pile tunnel, which is abbreviated as I-TTGS, is a mixture of rock mass and soil mass of the surrounding rock of the rock-like pile tunnel, has poor self-stability and is easily influenced by underground water, is widely distributed in Yunnan area of a laterite plateau of China, and belongs to discontinuous rock mass. The stability of tunnel excavation in surrounding rock of a rock-like pile body is mainly determined by the rock mass of the rock-like pile body and the discontinuous surface of the binary structure of the surrounding rock mass and the soil mass of the rock-like pile body, and the single evaluation can not be carried out by adopting the existing rock mass quality and soil mass evaluation method. In order to evaluate the quality of the surrounding rock of the rock-like pile tunnel, a quantitative method and a quantitative system for evaluating the surrounding rock indexes of the rock-like pile tunnel are established by taking six characteristic quantities of partition characteristics, stratum behaviors, stratum harm, a supporting system, structural scales and excavation factors of the surrounding rock of the rock-like pile as evaluation index systems, so that the quality of the surrounding rock of the rock-like pile tunnel is determined. The monitoring excavation management system is used for effectively guiding the safety construction of the rock-like pile tunnel and is used for excavation management and risk management and control; the whole system realizes the tunnel excavation management of evaluation-feedback-update.
The technical scheme of the invention is as follows:
The utility model provides a rock mass tunnel surrounding rock quality evaluation and monitoring System, its characterized in that includes collection and information System, rock mass tunnel surrounding rock quality evaluation System (Index of Talus-type group-Structure System, short for I-TTGS), monitoring excavation management System, wherein:
The information pre-reserved before excavation and the real information of the exposed excavation of the tunnel face after excavation are obtained by the acquisition and information system and are provided for the surrounding rock quality evaluation system of the rock-like pile tunnel; the rock-pile-like tunnel surrounding rock quality evaluation system operates the quality evaluation of rock-soil body rock-pile surrounding rock as a management basis for monitoring the excavation management system; the monitoring excavation management system is used for effectively guiding the safety construction of the rock-like pile tunnel and managing and controlling the tunnel excavation and risks; the whole system realizes the tunnel excavation management of evaluation-feedback-update.
The invention has the following advantages:
1. The method comprises the steps of combining a classical tunnel surrounding rock classification method with an excavation technology, establishing a rock-like pile tunnel surrounding rock quality evaluation method and a monitoring system, completing preliminary classification of tunnel surrounding rock by the system according to geological drilling and other information before excavation, truly describing the rock-like pile surrounding rock by the system according to an excavated exposed face after excavation, and timely adjusting the surrounding rock type, a supporting system, the excavation technology, the method and the like based on a dynamic feedback model result.
2. Based on a surrounding rock quality evaluation method module technology of the rock-like pile tunnel, the information such as the surrounding rock partition characteristics, stratum behaviors, stratum hazards, supporting systems, structural scales, excavation influences and the like of the rock-like pile tunnel are all integrated into a surrounding rock evaluation method model, so that the whole design and construction process can be known and controlled.
Drawings
FIG. 1 is a schematic diagram of the system of the present invention
FIG. 2 is a block diagram of an evaluation and excavation monitoring management system according to the present invention
FIG. 3 is a block diagram of surrounding rock of a rock-like pile tunnel according to the invention
FIG. 4 is a flow chart of an I-TTGS information modeling and output implementation of the present invention
FIG. 5 is a graph showing the I-TTGS score according to the present invention
Detailed Description
The invention discloses a method for evaluating the quality of surrounding rocks of a rock-like pile tunnel, which mainly aims at the technical and administrative staff of a proprietor unit, a design unit and a construction unit, is used for accurately knowing information such as engineering and hydrogeology conditions, supporting structure states, deformation and the like of the surrounding rocks of the rock-like pile tunnel, guiding and managing the operation of on-site workers in time, further optimizing lining structure design and excavation methods, evaluating the reasonability of the surrounding rocks of the tunnel and supporting structure and the stability condition of an excavation surface, and storing all formed data files in an index system model for data accumulation and later design, construction and scientific research work.
The invention discloses a rock-like pile body tunnel surrounding rock quality evaluation and monitoring System, which is shown in figure 1 and comprises an acquisition and information System, a rock-like pile body tunnel surrounding rock quality evaluation System (Index of Talus-type group-Structure System, abbreviated as I-TTGS) and a monitoring excavation management System, wherein:
The information pre-reserved before excavation and the real information of the exposed excavation of the tunnel face after excavation are obtained by the acquisition and information system and are provided for the surrounding rock quality evaluation system of the rock-like pile tunnel; the rock-pile-like tunnel surrounding rock quality evaluation system operates the quality evaluation of rock-soil body rock-pile surrounding rock as a management basis for monitoring the excavation management system; the monitoring excavation management system is used for effectively guiding the safety construction of the rock-like pile tunnel and managing and controlling the tunnel excavation and risks; the whole system realizes the tunnel excavation management of evaluation-feedback-update.
The acquisition and information system comprises field acquisition equipment and a data information system, wherein the acquisition equipment is paved on a rock-like pile construction field, acquires various engineering information on the field in real time, and provides the engineering information to be stored in the data information system; preparing and storing the test results of the rock-like pile body sample in a data information system by using a geological survey report obtained by a third party and an experimental stage;
Obtaining geological information according to geological drilling before excavation; the test result and the water content of the rock-like pile body large sample are tested in the experimental stage before excavation;
all data is stored in a parameterized model database.
The evaluation function module of the invention is shown in figure 2, and the evaluation function module comprises a surrounding rock quality evaluation System (Index of Talus-type group-Structure System, I-TTGS for short) of a rock-like pile tunnel, and is based on the concept and method (I-System) of tunnel excavation and support cooperation integration, and comprises a rock-like pile System and a support Structure System; in the I-TTGS system module:
the rock-like pile system comprises: a rock-like pile body partition feature module (Talus-type Ground Division, TGZTGD), a rock-like pile body stratum behavior module (Talus-type Ground Behaviour, TGB), a rock-like pile body stratum hazard module (Talus-type Ground Hazards, TGH);
The support structure system includes: a rock-like pile Support system module (SS), a rock-like pile structure scale module (Structural Dimension, SD), a rock-like pile structure excavation module (Excavation Verifications, EV).
The rock-like pile body partition feature module partitions surrounding rocks; partitioning surrounding rock according to geological investigation report information stored in the acquisition and information system; and determining a failure mode or water content estimation according to the test result of the large sample of the middle rock mass reserved by the acquisition and information system, and dividing the rock mass into a metasoil rock mass and a metarock mass. (determination of failure mode based on test results of the sample or classification of the sample into a metasoil-type rock mass and a metarock-type rock mass based on water content estimation, are common knowledge in the art, known)
The rock-like pile body partition feature module has the main function of reasonably partitioning surrounding rock. The user can reasonably partition the surrounding rock according to the information provided by the geological survey report; dividing the rock-like pile body into a metasoil rock-like pile body and a metarock-like pile body according to a destruction mode or water content estimation of a large sample test result of the rock-like pile body; the method comprises the following steps:
For the rock-like pile body, analyzing the grain composition condition in a laboratory, and judging a rock bias structure if the large-scale diameter block stone accounts for more than 50 percent and Cu is more than or equal to 5; if the proportion of particles with the particle size not exceeding 60mm exceeds 50 percent and Cu is less than or equal to 5, the soil is judged to be a soil-bias structure, the soil is used as soil body for grading,
And then based on the distribution characteristics of the rock-like pile body, such as layering characteristics of soil bodies, distribution characteristics and geometric characteristics of blocks, and the like, the modeling of the tunnel surrounding rock geological model is completed by utilizing the existing Auto CAD and other software as shown in figure 3.
The parameters of the rock-like pile body stratum behavior module are characteristic stratum skeleton parameters A i, and the rock-like pile body stratum behavior module is used for acquiring a characteristic stratum skeleton parameter A i value according to acquisition information stored in an acquisition and information system; the calculation formula for representing the value of the stratum skeleton parameter A i is shown as a formula I;
a i＝(adn+ads+adi)×ada×add×adp×adr (equation one)
In formula one:
a dn is the impact factor score of d n on a i, and d n is the number of structural faces based on a1 meter scan line (the scan line may be horizontal, vertical or inclined); the a dn value can be obtained according to the d n value table 1;
a ds is the influence factor score of d s on A i, and d s is the number of structural surface groups; the a ds value can be obtained according to the d s value table 1;
a di is the impact factor score of d i on a i, and d i is the inclination based on the most unfavorable structural face (relative to tunnel trend); the a di value can be obtained according to the d i value table 1;
a da is the influence factor score of d a on A i, and d a is the opening degree based on the opening structural surface; the a da value can be obtained according to the d a value table 1;
a dd is the impact factor score of d d on A i, and d d is the structural face decomposition degree based on weathering and surface alteration; the a dd value can be obtained according to the d d value table 1;
a dp is the influence factor score of d p on A i, and d p is the structural surface penetrability; the a dp value can be obtained according to the d p value table 1;
a df is the impact factor score of d f on A i, and d f is the structural surface friction degree; the a df value can be obtained according to the d f value table 1;
TABLE 1 formation skeleton index (A i)：adn、ads、adi、ada、add、adf and a) dp
The main parameter of the rock-like pile stratum hazard module is a characteristic stratum configuration parameter C i, and the function of the rock-like pile stratum hazard module is to acquire a characteristic stratum configuration parameter C i. The site investigation gave values for poor texture pc (e.g. broken bands, faults, folds, rock bursts, etc.) and for structural form sc (e.g. lamellar, compact, loose, etc.), both of which were scored according to table 2, and the calculation formula for Ci was as follows:
c i＝cpc×csc (formula II)
In the second formula, C pc is an influencing factor related to pc in C i, where pc is a bad structure; the c pc value can be obtained by looking up the table 2 according to the pc value;
C sc is the impact score of sc on C i, sc is structural form; the c sc value can be obtained by looking up table 2 according to the sc value;
ci is a stratum constitution index reflecting important geological structure characteristics of a rock-soil body, ci accounts for 20 minutes in the percentage system of the I-TTGS evaluation system, and parameters of Ci are defined in table 2.
Table 2 formation texture index (Ci): c pc and c sc
The main parameters of the rock-like pile body supporting system module are hydraulic indexes for representing the influence of stratum hydraulic parameters H i, hi is hydraulic index for representing the influence of water on stratum mechanical property and hydraulic related characteristics, and the function of the rock-like pile body supporting system module is to acquire the stratum hydraulic parameters H i representing according to the acquisition information stored in the acquisition and information system; the calculation formula of the hydraulic parameters H i and Hi of the characteristic stratum of the rock-like pile body support system module is as follows:
h i＝hgc×hgs (formula III)
In the formula III, H gc is the influence score of gc on H i, and gc is the hydraulic conductivity of the rock and soil; the h gc value can be obtained according to gc value table 3;
H gs is the impact score of gs on H i, gs being the impact on the medium/filler material based on mohs hardness considerations of water softening; the h gs value can be obtained according to the gs value table 3;
hi accounts for 20 percent of the I-TTGS evaluation system;
Table 3 hydraulic index (Hi): h gc and h gs
The GCD geotechnical hydraulic conductivity mark is used as a standard for measuring the hydraulic conductivity of the ground.
The main parameters of the rock-like pile body structure scale module are a characteristic stratum shearing resistance parameter P i and a stratum strength parameter S i, and the calculation formulas of Pi and Si are a formula IV and a formula five respectively:
P i＝[pcc+pdc+(pps×ppm)]×pbw (formula IV)
In the fourth formula, P cc is the influence score of cc on P i, and cc represents cohesiveness of soil shearing characteristics; the p cc value can be obtained according to the cc value table 4;
P dc is the influence score of dc on P i, wherein dc represents the friction of the soil shearing characteristic; the p dc value can be obtained according to the dc value table 4;
P ps is the impact score of ps on P i, ps is a function of soil particle size based on particle size; the p ps value can be obtained according to the ps value table 4;
P pm is the impact score of pm on P i, pm is a function of soil morphology based on particle morphology; the p pm value can be obtained according to the pm value table 4;
p bw is the impact score of bw on P i, bw is the body wave velocity; the p bw value can be obtained according to the bw value table 4;
Pi is a property index of the ground shear characteristics defined as a function of soil texture, shape, size and body wave velocity. Pi is an important component of the comprehensive applicability of the I-TTGS, and models important geological properties of rock-like pile media. Pi represents 20 points in the percentile, and Table 4 defines parameters of Pi.
TABLE 4 shear Performance index (P i)：pcc,pdc,pps,ppm, and P) bw
Vp longitudinal wave (P-wave) wave velocity (meters/minute);
Vs transverse wave (S wave) wave velocity (meters/minute).
S i＝scs×sse (formula five)
In the fifth formula, S se is the influence score of se on S i, and se is the size effect; the s se value can be obtained by looking up the table 5 according to the se value;
S cs is the impact score of cs on S i, cs is the uniaxial compressive strength of the formation; the s cs value can be obtained by looking up the table 5 according to the cs value;
S i is an intensity index of the formation intensity behavior under confining pressure conditions. It is an important index of the classification of the formation structure in the I-System, and therefore, the index is determined considering important influencing parameters of the formation and structure regardless of the type of medium. In the definition of S i, the unconfined compressive strength of the formation, the scale effects and/or form factors of the structure, and the stress ratio of the vertical and horizontal initial ground stresses at the structure placement location/depth are emphasized. S i represents 20 points in the percentile, and table 5 defines the parameters of S i.
TABLE 5 intensity indicators (S i)：scs and S) se
B/H ground structure shape/scaling factor, representing the ratio of the width to the height of the ramp or trench;
cs uniaxial compressive strength of the formation;
D/H is the ratio of the width or horizontal span of the underground opening to the height of the opening;
s cs and S i;
A se size effect;
s se a se score associated with S i;
UCS uniaxial compressive strength;
Horizontal stress at the sigma h structure placement location or depth;
The σ v structure disposes vertical stress at the location or depth.
The characterization parameters of the rock mass structure excavation module comprise a power influence coefficient DF i and an excavation technology influence coefficient ET i;
DF i shows the effect of power on the ground structure, and is expressed by a seismic influence function, and the power influence factor influencing the DF i value is a function of the earthquake peak acceleration (PGA SD), the earthquake danger area (ERZ) or the MSK earthquake intensity;
The PGA SD＝f(PGA,GS, ρ, d) (equation six) the information stored by the collection and information system provides the required information for its calculation;
In the formula six, PGA SD＝MSF×PGAD, when the magnitude scale factor is less than or equal to 1.8, MSF=6.9×exp [ -M/4] -0.058, M is magnitude, PGA D is peak acceleration of the designed earthquake motion, G S is shear modulus, ρ is the unit mass of the stratum, d is the depth of the structure; comparing the calculated PGA SD, [ ERZ ] or { MSK }, with 6 ranges of PGA SD in the table 6, and selecting DF i; table 6 defines parameters of DF i;
TABLE 6 dynamic influence (DF i)
ET i is the influence of the excavation technique on the stratum structure, represents the vibration influence of the excavation process on the structure, and parameters affecting ET i values include the Excavation Technique (ET) and particle peak vibration velocity (PPV), and the ET i values can be obtained by looking up table 7 according to the ET or PPV values. ET i ranges from 1.00 to 0.50, table 7 defines the parameters of ET i;
table 7 excavation technique impact (ET i)
The total calculation formula of the I-TTGS evaluation model is as follows: (I) = (a i+Ci+Hi+Pi+Si)×DFi×ETi (formula seven), substituting a i、Ci、Hi、Pi、Si、DFi、ETi into the formula seven to obtain a result I, outputting the quality of the surrounding rock of the system evaluation type rock pile body according to the percentage, quantitatively determining the quality of the surrounding rock of the tunnel of the type rock pile body according to different I value percentages (100 minutes in full), wherein the I-TTGS output value ranges from 100 to 0, and dividing the stratum structure into 10 classes (I) -01 to (I) -10 from the best to the worst.
The software operation algorithm of the rock-like pile tunnel surrounding rock quality evaluation system is as follows:
S1: reasonable partition can be performed on surrounding rock according to information provided by geological survey reports;
S2: acquiring a characteristic stratum skeleton parameter A i of a stratum behavior module of the rock-like pile body;
S3: based on the steps S1 and S2, the characteristic stratum configuration parameter C i of the rock-like pile stratum hazard module;
s4: determining a characteristic stratum hydraulic parameter H i of a rock-like pile body supporting system module;
S5: determining a characteristic stratum shearing parameter P i and a stratum strength parameter S i of a rock-like pile structure scale module;
S6: determining a characterization parameter dynamic influence coefficient DF i and an excavation technology influence coefficient ET i of an excavation module of the rock-like pile body structure;
S7: substituting the parameters in the steps S1 to S6 into a formula seven to obtain an I-TTGS evaluation model calculation result I, and outputting the quality of the surrounding rock of the system evaluation rock mass according to the percentage.
The determination of the above-mentioned parameters and their use in rock mass-like mass is simple and non-confusing. This makes the discrimination method more accurate in selecting the input data, thereby producing a trusted output. As shown in fig. 5, the indices a i、Ci、Hi、Pi and S i each occupy a fraction of 20% in the total 100 minutes. DF i and ET i are factors affecting the sum of the indices ranging between 1-0.75 and 1-0.50, respectively. In fig. 5, ai, ci, hi, pi, si reflect the inherent characteristics of the stratum, while ETi and DFi reflect the influence degree of excavation disturbance and seismic disturbance on the stratum, and the stability of surrounding rock is different under disturbance of different degrees for the surrounding rock of the same grade, so that the surrounding rock is used as an influence factor to correct the quality score of the rock.
The monitoring excavation management system completes preliminary classification of tunnel surrounding rock according to geological drilling and other information before excavation, truly delineates rock mass surrounding rock according to an exposed face after excavation, and timely adjusts the dynamic feedback model result based on the I-TTGS evaluation model to give an adaptive excavation technology and method for the current surrounding rock type and supporting system, so that the whole system realizes 'evaluation-feedback-update' type tunnel excavation management.
Example 1:
The rock mass cutting of the tunnel collecting crack of a certain type of rock mass of the expressway from Yunnan to Yuanyang is carried out, a plurality of groups of structural surfaces are contained, and the stratum skeleton parameter Ai value of the rock mass tunnel surrounding rock modules can be respectively determined to be 5.48; the stratum composition parameter Ci of the stratified rock mass surrounding rock is 9.00; the water content of surrounding rock is general, the connectivity is general, and the hydraulic coefficient Hi of the surrounding rock can be determined to be 12.00; the surrounding rock of the rock-like pile body has certain cohesive force, and the shearing resistance parameter Pi is 16.00; the hardness of the section of tunnel surrounding rock is still available, and the strength index coefficient Si is 12.6; excavating by adopting a smooth blasting method, wherein the dynamic coefficient DFi is 0.85; the excavation technique impact coefficient ETi is 0.99.
Based on I-TTGS evaluation index magnitude formula seven:
(I) The method comprises the following steps of (A i+Ci+Hi+Pi+Si)×DFi×ETi is calculated to obtain that I-TTGS=46.3%), and the corresponding surrounding rock grade of the surrounding rock is judged to be grade III, and an anchor spraying support is adopted for a support structure.
Claims (4)
1. The utility model provides a class rock mass tunnel country rock quality evaluation and monitoring system which characterized in that, including collection and information system, class rock mass tunnel country rock quality evaluation system, monitoring excavation management system, wherein:
The information pre-reserved before excavation and the real information of the exposed excavation of the tunnel face after excavation are obtained by the acquisition and information system and are provided for the surrounding rock quality evaluation system of the rock-like pile tunnel;
the rock-pile-like tunnel surrounding rock quality evaluation system operates the quality evaluation of rock-soil body rock-pile surrounding rock as a management basis for monitoring the excavation management system;
The monitoring excavation management system is used for effectively guiding the safety construction of the rock-like pile tunnel and managing and controlling the tunnel excavation and risks; the whole system realizes the tunnel excavation management of evaluation-feedback-update;
the rock-like pile body tunnel surrounding rock quality evaluation system comprises a rock-like pile body system and a supporting structure system;
The rock-like pile system comprises: the rock-like pile body partition characteristic module, the rock-like pile body stratum behavior module and the rock-like pile body stratum hazard module;
the support structure system includes: a rock-like pile body supporting system module, a rock-like pile body structure scale module and a rock-like pile body structure excavation module;
Wherein:
The parameters of the rock-like pile body stratum behavior module are characteristic stratum skeleton parameters A i, and the rock-like pile body stratum behavior module is used for acquiring a characteristic stratum skeleton parameter A i value according to acquisition information stored in an acquisition and information system;
The main parameter of the rock-like pile stratum hazard module is a stratum constitution index representing stratum constitution parameter C i,Ci which is a stratum constitution index reflecting important geological structure characteristics of a rock-like soil body, and the function of the rock-like pile stratum hazard module is to acquire a stratum constitution parameter C i;
The main parameter of the rock-like pile body supporting system module is a hydraulic index for representing the influence of stratum hydraulic parameter H i,Hi on stratum mechanical property and hydraulic related property, and the function of the rock-like pile body supporting system module is to acquire the stratum hydraulic parameter H i representing according to the acquisition information stored in the acquisition and information system;
The main parameters of the rock-like pile body structure scale module are a stratum shear parameter P i and a stratum strength parameter S i,Pi, wherein the stratum shear parameter P i and the stratum strength parameter S i,Pi are property indexes of ground shear characteristics defined according to functions of soil body constitution, shape, size and body wave speed, and S i is a strength index of stratum strength behavior under confining pressure conditions;
The characterization parameters of the rock mass structure excavation module comprise a power influence coefficient DF i and an excavation technology influence coefficient ET i;DFi, the influence of power on a ground structure is represented by a seismic influence function, and the power influence factor influencing the DF i value is a function of the seismic peak acceleration (PGA SD), the seismic danger area (ERZ) or the MSK seismic intensity;
The total calculation formula of the I-TTGS evaluation model of the rock-like pile body tunnel surrounding rock quality evaluation system is as follows: (I) = (a i+Ci+Hi+Pi+Si)×DFi×ETi, this is equation seven;
Substituting A i、Ci、Hi、Pi、Si、DFi、ETi into calculation according to a formula seven to obtain a result I, and outputting the quality of the surrounding rock of the system evaluation rock-like pile body according to percentage;
the quality of surrounding rock of the rock-like pile body tunnel can be quantitatively determined according to different I value percentages, and the full score is 100 minutes; the I-TTGS output value ranges between 100-0 and classifies the formation structure into 10 classes: (I) -01 to (I) -10, from best to worst level;
The calculation for representing the value of the stratum skeleton parameter A i is shown in a formula I;
a i＝(adn+ads+adi)×ada×add×adp×adr (equation one)
In formula one:
a dn is the influence factor score of d n on A i, and d n is the number of structural surfaces based on 1-meter scanning lines; the a dn value is obtained by looking up table 1 according to the d n value;
a ds is the influence factor score of d s on A i, and d s is the number of structural surface groups; the a ds value is obtained by looking up table 1 according to the d s value;
a di is the impact factor score of d i on A i, and d i is the inclination angle based on the most unfavorable structural plane; the a di value is obtained by looking up table 1 according to the d i value;
a da is the influence factor score of d a on A i, and d a is the opening degree based on the opening structural surface; the a da value is obtained by looking up table 1 according to the d a value;
a dd is the impact factor score of d d on A i, and d d is the structural face decomposition degree based on weathering and surface alteration; the a dd value is obtained by looking up table 1 according to the d d value;
a dp is the influence factor score of d p on A i, and d p is the structural surface penetrability; the a dp value is obtained by looking up table 1 according to the d p value;
a df is the impact factor score of d f on A i, and d f is the structural surface friction degree; the a df value is obtained by looking up table 1 according to the d f value;
TABLE 1 formation skeleton index (A i)：adn、ads、adi、ada、add、adf and a) dp
The field investigation gave a poor texture pc value and a structural form sc value, and the calculation formula of C i is as follows:
C i＝cpc×csc (formula II)
In the second formula, C pc is an influencing factor related to pc in C i, where pc is a bad structure; c pc is obtained by looking up table 2 according to the pc value;
C sc is the impact score of sc on C i, sc is structural form; c sc is obtained by looking up table 2 according to the sc value;
ci accounts for 20 percent in the percent system of the I-TTGS evaluation system;
TABLE 2 formation composition index (C i)：cpc and C sc
H i has the following formula:
H i＝hgc×hgs (formula III)
In the formula III, H gc is the influence score of gc on H i, and gc is the hydraulic conductivity of the rock and soil; h gc is obtained by looking up a table 3 according to gc value;
H gs is the impact score of gs on H i, gs being the impact on the medium/filler material based on mohs hardness considerations of water softening; h gs is obtained by looking up a table 3 according to the gs value;
h i accounts for 20 percent of the I-TTGS evaluation system;
TABLE 3 Hydraulic index (H i)：hgc and H gs
The GCD rock-soil hydraulic conductivity mark is used as a standard for measuring the ground hydraulic conductivity;
The calculation formulas of P i and S i are formula four and formula five, respectively:
P i＝[pcc+pdc+(pps×ppm)]×pbw (formula IV)
In the fourth formula, P cc is the influence score of cc on P i, and cc represents cohesiveness of soil shearing characteristics; the p cc value is obtained according to the cc value table 4;
P dc is the influence score of dc on P i, wherein dc represents the friction of the soil shearing characteristic; the p dc value is obtained according to the dc value table 4;
P ps is the impact score of ps on P i, ps is a function of soil particle size based on particle size; the p ps value is obtained according to the ps value table 4;
P pm is the impact score of pm on P i, pm is a function of soil morphology based on particle morphology; the p pm value is obtained according to the pm value table 4;
P bw is the impact score of bw on P i, bw is the body wave velocity; the p bw value is obtained according to the bw value table 4;
P i is an important component of the comprehensive applicability of the I-TTGS, models important geological characteristics of the rock-like pile medium, provides required information for calculation of the information stored by the acquisition and information system, and defines parameters of P i in table 4, wherein P i is 20 minutes in the percentage system;
TABLE 4 shear Performance index (P i)：pcc,pdc,pps,ppm, and P) bw
Vp longitudinal wave velocity in units of: rice/min;
vs transverse wave velocity in units of: rice/min;
s i＝scs×sse (formula five), the information stored by the acquisition and information system provides the needed information for calculation;
In the fifth formula, S se is the influence score of se on S i, and se is the size effect; the s se value is obtained by looking up a table 5 according to the se value;
S cs is the impact score of cs on S i, cs is the uniaxial compressive strength of the formation; the s cs value is obtained by looking up a table 5 according to the cs value;
S i is an important index of the formation structure classification in the I-System, S i is 20 minutes in the percent System, and the parameters of S i are defined in Table 5;
TABLE 5 intensity indicators (S i)：scs and S) se
B/H ground structure shape/scaling factor, representing the ratio of the width to the height of the ramp or trench;
cs uniaxial compressive strength of the formation;
D/H is the ratio of the width or horizontal span of the underground opening to the height of the opening;
S cs and S i;
A se size effect;
S se a se score associated with S i;
UCS uniaxial compressive strength;
horizontal stress at the sigma h structure placement location or depth;
Vertical stress at the sigma v structure placement location or depth;
The PGA SD＝f(PGA,GS, ρ, d) (equation six) the information stored by the collection and information system provides the required information for its calculation;
In the formula six, PGA SD＝MSF×PGAD, when the magnitude scale factor is less than or equal to 1.8, MSF=6.9×exp [ -M/4] -0.058, M is magnitude, PGA D is peak acceleration of the designed earthquake motion, G S is shear modulus, ρ is the unit mass of the stratum, d is the depth of the structure; comparing the calculated PGA SD, [ ERZ ] or { MSK }, with 6 ranges of PGA SD in the table 6, and selecting DF i; table 6 defines parameters of DF i;
TABLE 6 dynamic influence (DF i)
ET i is the influence of the excavation technology on the stratum structure, represents the vibration influence of the excavation process on the structure, and parameters affecting ET i values comprise the Excavation Technology (ET) and particle peak vibration velocity (PPV), and ET i values are obtained according to the Excavation Technology (ET) or particle peak vibration velocity (PPV) value table 7; ET i ranges from 1.00 to 0.50, table 7 defines the parameters of ET i;
table 7 excavation technique impact (ET i)
2. The system of claim 1, wherein the acquisition and information system comprises an on-site acquisition device and a data information system, wherein the acquisition device is laid on a rock-like pile construction site and acquires various engineering information on site in real time, and the information system is provided and stored; preparing and storing the test results of the rock-like pile body sample in a data information system by using a geological survey report obtained by a third party and an experimental stage;
Obtaining geological information according to geological drilling before excavation; the test result and the water content of the rock-like pile body large sample are tested in the experimental stage before excavation;
all data is stored in a parameterized model database.
3. The system of claim 1, wherein the rock-like pile zoning feature module zones surrounding rock; partitioning surrounding rock according to geological investigation report information stored in the acquisition and information system; and determining a failure mode or water content estimation according to the test result of the large sample of the middle rock mass reserved by the acquisition and information system, and dividing the rock mass into a metasoil rock mass and a metarock mass.
4. The system of claim 1, wherein the quality evaluation system of surrounding rock of the rock-like pile tunnel comprises the following software operation algorithm:
S1: firstly, reasonably partitioning surrounding rock according to information provided by geological survey reports;
S2: acquiring a characteristic stratum skeleton parameter A i of a stratum behavior module of the rock-like pile body;
S3: based on the steps S1 and S2, the characteristic stratum configuration parameter C i of the rock-like pile stratum hazard module;
s4: determining a characteristic stratum hydraulic parameter H i of a rock-like pile body supporting system module;
S5: determining a characteristic stratum shearing parameter P i and a stratum strength parameter S i of a rock-like pile structure scale module;
S6: determining a characterization parameter dynamic influence coefficient DF i and an excavation technology influence coefficient ET i of an excavation module of the rock-like pile body structure;
S7: substituting the parameters in the steps S1 to S6 into a formula seven to obtain an I-TTGS evaluation model calculation result I, and outputting the quality of the surrounding rock of the system evaluation rock mass according to the percentage.
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