CN111798155A - Similar rock pile body tunnel surrounding rock quality evaluation and monitoring excavation management system - Google Patents
Similar rock pile body tunnel surrounding rock quality evaluation and monitoring excavation management system Download PDFInfo
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Abstract
A rock-like pile tunnel surrounding rock quality evaluation and monitoring excavation management System (I-TTGS for short) is characterized by comprising a collection and data System, an evaluation System and a monitoring excavation management System, wherein the evaluation System is based on an idea and a method (I-System) of tunnel excavation and supporting cooperation, the evaluation System comprises a rock-like pile module System and a supporting structure module System, and the evaluation System A is used for evaluating surrounding rock quality of a rock-like pile tunnel and monitoring excavation management Systemi、Ci、Hi、Pi、Si、DFi、ETiSubstituting the result into an I-TTGS general formula for calculation to obtain a result I, and outputting the result I to a system for evaluating the quality of the surrounding rock of the rock-like pile body according to the percentage. And (4) quantitatively determining the quality of the tunnel surrounding rock of the rock-like pile body according to different I value percentages (full score of 100). Realizing the quality evaluation of the surrounding rock of the rock and soil mass rock mass;the monitoring and excavation management system effectively guides and manages the safe construction of the rock-like pile body tunnel, and is favorable for tunnel construction period management and risk management and control.
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 crucial link in tunnel design and construction. The method is an effective means for establishing a tunnel geological model, and is widely applied to tunnel structural design and tunnel excavation technology. At present, the quality evaluation method for rock and soil mass is still limited to a single quality evaluation method for rock mass or soil mass, and no quality evaluation method for rock-like mass is provided. Methods such as the well-known RMR and Q systems (see R.K, Goel, et al. Correlation between Barton's Q and Bieniaswski's RMR-A new approach [ J ]. International Journal of Rock Mechanics & Mining Sciences & Geomethc sabstracts,1996.) are quality assessment methods for Rock masses and RMR is only applicable to surface and underground construction of surrounding Rock masses, with deficiencies in consideration of uncertainty in water pressure and joint symptoms; the Q system method is only suitable for rock mass tunnels, and the considered rock mass parameters are limited; the soil body evaluation of geotechnical engineering survey specifications, 2001, 2009 and the like is only limited to the soil body engineering application range, and does not relate to the rock-like heap body of rock and soil body.
The components of the rock-like pile body tunnel surrounding rock are generally a mixture of rock blocks and soil bodies, have poor self-stability, are easily influenced by underground water, are widely distributed in Yunnan areas of red soil plateau in China, and belong to discontinuous rock bodies. The stability of tunnel excavation in the surrounding rocks of the rock-like pile body is mainly determined by the rock-like pile body and the discontinuous surface of the binary structure of the surrounding rock block body-soil body of the rock-like pile body, and the existing quality evaluation method for the homogeneous rock mass is obviously not suitable for the rock-like pile body at all. Therefore, at present, no quality evaluation method aiming at the similar rock mass tunnel surrounding rock exists at home and abroad. In order to solve the problems, no effective solution is provided at home and abroad at present.
Disclosure of Invention
According to the technical scheme, rock-soil mass media, tunnel structure characteristics and excavation construction factors are combined, the damage influence of excavation disturbance on the rock-like pile body is researched, and the interaction between the rock-like pile body and a supporting structure and the influence of excavation method factors in surrounding rock quality evaluation are researched. The invention aims to disclose a quality evaluation and excavation management system suitable for similar rock mass tunnel surrounding rocks for the first time, which comprises the following steps: fully considering the surrounding rock partition characteristics, stratum behaviors, stratum hazards, a supporting system, a structural scale and excavation influences of the similar rock mass tunnel, and acquiring the surrounding rock state of an excavation surface in the tunnel design and construction stage in the similar rock mass surrounding rock by an established acquisition and information system and storing all data in a parameterized model database; the quality evaluation System (Index of rock-type group-Structure System) of the similar rock mass tunnel surrounding rock is called I-TTGS for short, the evaluation System is specially used for a mixture of rock mass and soil mass of the similar rock mass tunnel surrounding rock, has poor self-stability capability and is easily influenced by underground water, and the evaluation System is widely distributed in Yunnan areas of red soil plateau in China and belongs to discontinuous rock mass. The stability of tunnel excavation in the rock-like pile body surrounding rock is mainly determined by a rock-like pile body rock block and a rock-like pile body surrounding rock block-soil body binary structure discontinuous surface, and single evaluation can not be carried out by adopting the existing rock mass quality and soil body quality evaluation method. In order to evaluate the quality of the similar rock mass tunnel surrounding rock, an index system which takes six characteristic quantities of the partition characteristics, the stratum behavior, the stratum damage, the support system, the structure scale and the excavation factor of the similar rock mass tunnel surrounding rock as evaluation is established, and a quantitative method and a quantitative system for evaluating the similar rock mass tunnel surrounding rock index are formed, so that the quality of the similar rock mass tunnel surrounding rock is determined. The monitoring excavation management system effectively guides the safe construction of the rock-like pile body tunnel and is used for excavation management and risk management and control; the whole system realizes the tunnel excavation management of an evaluation-feedback-update mode.
The technical scheme of the invention is as follows:
the utility model provides a class rock pile tunnel country rock quality evaluation and monitoring System which characterized in that, includes acquisition and information System, class rock pile tunnel country rock quality evaluation System (Index of traffic-type group-Structure System, I-TTGS for short), monitoring excavation management System, wherein:
the information pre-stored by the acquisition and information system before excavation and the real information of the tunnel face excavation exposure obtained after excavation are provided for a rock-like heap body tunnel surrounding rock quality evaluation system; the rock and soil mass similar rock pile body surrounding rock quality evaluation system operates the quality evaluation of rock and soil mass similar rock pile body surrounding rocks and is used as a management basis for monitoring the excavation management system; the monitoring excavation management system effectively guides the safe construction of the rock-like pile tunnel and is used for tunnel excavation management and risk management and control; the whole system realizes the tunnel excavation management of an evaluation-feedback-update mode.
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 similar rock pile tunnel surrounding rock quality evaluation method and a monitoring system, completing primary classification of tunnel surrounding rocks by the system according to information such as geological drilling before excavation, actually depicting the similar rock pile surrounding rocks by the system according to an excavated exposed face after excavation, and timely adjusting the type of the surrounding rocks, a supporting system, the excavation technology and method and the like based on a dynamic feedback model result.
2. Based on a similar rock mass tunnel surrounding rock quality evaluation method module technology, information such as similar rock mass tunnel surrounding rock partition characteristics, stratum behaviors, stratum hazards, a support system, structure dimensions, excavation influences and the like is integrated into a surrounding rock evaluation method model, and the whole design and construction process is known and controllable.
Drawings
FIG. 1 is a system diagram of the present invention
FIG. 2 is a block diagram of the evaluation and excavation monitoring management system according to the present invention
FIG. 3 is a sectional view of the surrounding rock of the rock-like heap tunnel of the invention
FIG. 4 is a flow chart of I-TTGS information modeling and output implementation of the present invention
FIG. 5 is a score chart of I-TTGS of the present invention
Detailed Description
The quality evaluation method for the rock-like body tunnel surrounding rock mainly faces to users, namely, technical and management personnel of an owner unit, a design unit and a construction unit, is used for accurately knowing information such as engineering and hydrogeological conditions, supporting structure states and deformation and the like of the rock-like body tunnel surrounding rock, guiding and managing field workers to operate in time, further optimizing the design and excavation method of the lining structure, evaluating the tunnel surrounding rock level, the rationality of the supporting structure and the stability of an excavation surface, and completely storing formed data files in an index system model for data accumulation and later-stage design, construction and scientific research work.
The quality evaluation and monitoring system for the surrounding rock of the similar rock mass tunnel comprises an acquisition and information system, a quality evaluation system (Index of traffic-type group-Structure System, I-TTGS for short) for the surrounding rock of the similar rock mass tunnel and a monitoring and excavation management system, wherein the quality evaluation and monitoring system comprises:
the information pre-stored by the acquisition and information system before excavation and the real information of the tunnel face excavation exposure obtained after excavation are provided for a rock-like heap body tunnel surrounding rock quality evaluation system; the rock and soil mass similar rock pile body surrounding rock quality evaluation system operates the quality evaluation of rock and soil mass similar rock pile body surrounding rocks and is used as a management basis for monitoring the excavation management system; the monitoring excavation management system effectively guides the safe construction of the rock-like pile tunnel and is used for tunnel excavation management and risk management and control; the whole system realizes the tunnel excavation management of an evaluation-feedback-update mode.
The acquisition and information system comprises field acquisition equipment and a data information system, wherein the acquisition equipment is laid on a rock-like pile body construction field, acquires various on-site engineering information in real time and provides and stores the information in the data information system; preparing and storing a rock-like heap body sample test result 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; in the experimental stage before excavation, carrying out test results and water content on a large sample of the rock-like pile body;
all data is stored in a parameterized model database.
The evaluation function module composition of the invention is as shown in figure 2, and the similar rock mass tunnel surrounding rock quality evaluation System (Indexof rock-type group-Structure System, I-TTGS for short) comprises a similar rock mass System and a supporting Structure System based on the concept and method (I-System) of tunnel excavation and supporting cooperation; in the I-TTGS system module:
the rock-like stack system comprises: a rock-like heap body partition characteristic module (TGZTGD), a rock-like heap body stratum behavior module (TGB), and a rock-like heap body stratum hazard module (TGH);
the supporting structure system includes: a similar rock stack body supporting system module (SS), a similar rock stack body structure Dimension module (SD), and a similar rock stack body structure excavation module (EV).
The similar rock pile body partition characteristic module partitions the surrounding rock; partitioning the surrounding rock according to geological survey report information stored in the acquisition and information system; and determining a failure mode or moisture content estimation according to the large test result of the medium rock-like heap reserved by the acquisition and information system to divide the rock-like heap into a partial soil rock-like heap body and a partial rock-like heap body. (the samples are classified into a partial-soil rock pile and a partial-rock pile according to the determination of the failure mode or the estimation of the water content based on the test results of the samples, which are known and common in the art)
The rock-like pile body partition characteristic module has the main function of reasonably partitioning surrounding rocks. 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 partial soil rock-like pile body and a partial rock-like pile body according to the failure mode or the water content estimation of the large sample test result of the rock-like pile body; the method comprises the following specific steps:
analyzing the grain composition condition of the rock-like heap in a laboratory, and if the proportion of the large-size rock block exceeds 50% and Cu is more than or equal to 5, judging the rock-like heap to be a partial rock structure; if the proportion of the particles with the particle size not more than 60mm exceeds 50 percent and Cu is less than or equal to 5, judging the soil-shifting structure as a soil body to be graded,
and then, based on the distribution characteristics of the rock-like heap body, such as the layering characteristics of the soil body, the distribution characteristics and the geometric characteristics of the blocks, and the like, the modeling of the tunnel surrounding rock geological model is completed by using the existing software such as Auto CAD (computer-aided design) and the like, as shown in FIG. 3.
The parameters of the rock-like heap body stratum behavior module are characterized stratum skeleton parameters AiThe rock-like heap body stratum behavior module has the function of acquiring the characteristic stratum skeleton parameter A according to the acquisition information stored in the acquisition and information systemiA value; characterizing the stratigraphic framework parameter AiThe value calculation formula is shown as formula I;
Ai＝(adn+ads+adi)×ada×add×adp×adr(formula one)
In the first formula:
adnis dnTo AiThe influence factor score of dnThe number of structural planes based on 1 meter of scanning line (the scanning line can be horizontal, vertical or inclined); a isdnThe value can be according to dnValue is obtained by looking up a table 1;
adsis dsTo AiThe influence factor score of dsThe number of structural surface groups; a isdsThe value can be according to dsValue is obtained by looking up a table 1;
adiis diTo AiThe influence factor score of diIs based on the inclination of the most unfavorable structural planes (with respect to the tunnel run); a isdiThe value can be according to diValue is obtained by looking up a table 1;
adais daTo AiThe influence factor score of daBased on the opening degree of the opening structure surface; a isdaThe value can be according to daValue is obtained by looking up a table 1;
addis ddTo AiThe influence factor score of ddThe degree of structural surface degradation based on weathering and surface alteration; a isddThe value can be according to ddValue is obtained by looking up a table 1;
adpis dpTo AiThe influence factor score of dpThe structure surface is through; a isdpThe value can be according to dpValue is obtained by looking up a table 1;
adfis dfTo AiThe influence factor score of dfThe degree of structural surface friction; a isdfThe value can be according to dfValue is obtained by looking up a table 1;
TABLE 1 stratigraphic framework index (A)i)：adn、ads、adi、ada、add、adfAnd adp
The main parameter of the rock-pile-like stratum hazard module is a characteristic stratum configuration parameter CiThe function of the rock-like pile stratum hazard module is to acquire a characteristic stratum configuration parameter CiThe value is obtained. On-site investigation to obtain poor texture pc values (such as fracture zone, fault, fold, rockburst, etc.) and structural form sc values (such as layered, dense, loose, etc.), scoring the two terms according to table 2, wherein Ci is calculated as follows:
Ci＝cpc×csc(formula two)
In the second formula, cpcIs CiThe influence factor of expressing the tectonic state of the stratum related to pc, pc is poor texture; c. CpcThe value can be obtained by looking up a table 2 according to the pc value;
cscis sc to CiInfluence of (2)Scoring, sc being the structural form; c. CscThe value can be obtained by looking up a table 2 according to the sc value;
ci is a stratum configuration index reflecting important geological structure characteristics of rock and soil mass, and accounts for 20 points in the percentage system of the I-TTGS evaluation system, and parameters of Ci are defined in Table 2.
Table 2 stratigraphic configuration index (Ci): c. CpcAnd csc
The main parameter of the rock-like pile body supporting system module is a characteristic stratum hydraulic parameter HiHi is a hydraulic index of influence of water on stratum mechanical property and hydraulic related characteristics, and the rock-like pile body supporting system module has the function of acquiring a characteristic stratum hydraulic parameter H according to acquisition information stored in an acquisition and information systemi(ii) a Characterization stratum hydraulic parameter H of rock-like pile body supporting system moduleiThe Hi calculation formula is as follows:
Hi＝hgc×hgs(formula three)
In the third formula, hgcIs gc to HiThe influence score of (1), gc is the hydraulic conductivity of the rock and soil; h isgcValues can be obtained by looking up table 3 according to gc values;
hgsis gs to HiGs is the effect of water softening on the media/filler material considered based on mohs hardness; h isgsThe values can be obtained by looking up a table 3 according to the gs value;
hi accounts for 20 points of the percentage system of the I-TTGS evaluation system;
table 3 hydraulic index (Hi): h isgcAnd hgs
The GCD geotechnical hydraulic conductivity indicator is used as a standard for measuring the ground hydraulic conductivity.
The main parameter of the rock-like heap structure scale module is a characteristic stratum shearing parameter PiAnd the formation strength parameter SiThe calculation formulas of Pi and Si are formula four and formula five respectively:
Pi＝[pcc+pdc+(pps×ppm)]×pbw(formula four)
In the formula IV, pccIs cc to PiThe influence score of (a), cc represents the cohesion of the soil shear property; p is a radical ofccValues can be obtained by looking up table 4 according to cc values;
pdcis dc to PiThe influence of (d) is scored, and dc represents the frictional property of the soil shearing characteristic; p is a radical ofdcThe value can be obtained by looking up a table 4 according to the dc value;
ppsis ps to Pi(ii) influence score of (a), ps being a function of soil particle size based on particle size; p is a radical ofpsValues can be obtained by looking up table 4 according to ps values;
ppmis pm to PiPm is a function of soil morphology based on particle morphology; p is a radical ofpmThe value can be obtained by looking up table 4 according to the pm value;
pbwis bw to PiBw is body wave velocity; p is a radical ofbwThe values can be obtained by looking up a table 4 according to the bw value;
pi is a property index of the ground shear behavior defined as a function of the soil texture, shape, size and bulk wave velocity. Pi is an important component of the comprehensive applicability of I-TTGS, and models important geological characteristics of the rock-like heap body medium. Pi accounts for 20 points of the percentile system, and the parameters of Pi are defined in Table 4.
TABLE 4 shear Performance index (P)i)：pcc，pdc，pps，ppmAnd p isbw
Vp longitudinal wave (P wave) wave velocity (meter/minute);
vs shear wave (S-wave) wave velocity (m/min).
Si＝scs×sse(formula five)
In the fifth formula, sseIs se to SiInfluence score of (a), se is the size effect; sseThe value can be obtained by looking up table 5 according to se value;
scsis cs to SiCs is the uniaxial compressive strength of the formation; scsThe value can be obtained by looking up a table 5 according to the cs value;
Siis an intensity index of the formation intensity behavior under the confining pressure condition. It is an important index for stratigraphic structure classification in the I-System, and therefore, regardless of the type of the medium, important influence parameters of the stratigraphic and the structure are considered to determine the index. At SiIn the definition of (1), the stress ratio of vertical and horizontal initial ground stresses at the location/depth of the structural arrangement is considered with emphasis on the unconfined compressive strength of the formation, the scale effect and/or the form factor of the structure. SiIn the percentage system of 20 points, S is defined in Table 5iThe parameter (c) of (c).
TABLE 5 Strength index (S)i)：scsAnd sse
A B/H ground structure shape/scale factor representing the ratio of the width to the height of the slope or trench;
cs stratum uniaxial compressive strength;
D/H is the ratio of the width or horizontal span of the underground opening to the height of the opening;
scsand SiA related cs score;
the se size effect;
sseand SiThe relevant se score;
UCS uniaxial compressive strength;
σhhorizontal stress at the structural arrangement location or depth;
σvvertical stress at the structural arrangement location or depth.
The characterization parameters of the rock pile structure excavation module comprise a dynamic influence coefficient DFiAnd the influence coefficient ET of excavation technologyi；
DFiReflecting the influence of power on the ground structure, and expressing the influence on the ground structure by using an earthquake influence function to influence DFiThe dynamic influence factor of the value is seismic peak acceleration (PGA)SD) A seismic hazard zone (ERZ), or MSK seismic intensity;
wherein the PGASD＝f(PGA,GSρ, d) (formula six), the information stored by the acquisition and information system provides the required information for the calculation thereof;
in the sixth formula, PGASD＝MSF×PGADWhen the magnitude scale factor is less than 1.8, MSF is 6.9 Xexp [ -M/4 ]]0.058, M is seismic magnitude, PGADFor designing seismic peak acceleration, GSFor shear modulus, ρ is the unit mass of the formation and d is the depth of the structure; the calculated PGASDOr [ ERZ ]]Or { MSK }, in comparison to PGA in Table 6SDSelecting DF within 6 rangesi(ii) a Table 6 defines DFiThe parameters of (1);
TABLE 6 dynamic Effect (DF)i)
ETiIs the influence of the excavation technology on the stratum structure, represents the vibration influence of the excavation process on the structure, and influences ETiThe parameters of the value include Excavation Technology (ET), particle peak vibration velocity (PPV), and ET can be obtained by looking up table 7 according to ET or PPV valueiThe value is obtained. ETiIn the range of 1.00 to 0.50, ET is defined in Table 7iThe parameters of (1);
TABLE 7 excavation impact (ET)i)
The total calculation formula of the I-TTGS evaluation model is as follows: (I) is (A)i+Ci+Hi+Pi+Si)×DFi×ETi(formula seven), according to formula seven, Ai、Ci、Hi、Pi、Si、DFi、ETiSubstituting into the calculation to obtain a result I, and outputting the result I to a system to evaluate the quality of the surrounding rock of the rock-like pile body according to the percentage; the quality of the tunnel surrounding rock of the rock-like pile body can be quantitatively determined according to different I value percentages (full score of 100); the I-TTGS output value ranges from 100 to 0, and stratigraphic structures are divided into 10 classes: (I) from-01 to (I) -10, from the best to the worst class.
The quality evaluation system for the surrounding rocks of the similar rock mass tunnel comprises a software operation algorithm as follows:
s1: the surrounding rock can be reasonably partitioned according to the information provided by the geological survey report;
s2: characteristic stratum skeleton parameter A of rock-like heap body stratum behavior module is obtainedi；
S3: on the basis of the steps S1 and S2, the characteristic stratum configuration parameter C of the rock-like heap body stratum hazard modulei；
S4: determining characteristic stratum hydraulic parameter H of rock-like pile body supporting system modulei；
S5: characterizing formation shear parameter P for determining rock-like heap structure scale moduleiAnd the formation strength parameter Si；
S6: determining characterization parameter dynamic influence coefficient DF of rock-like pile structure excavation moduleiAnd coefficient of influence ET of excavation techniquei；
S7: substituting the parameters in the steps S1-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 rock-like heap body evaluated by the system according to the percentage.
The determination of the above parameters and their use in the quality of the rock-like heap is simple and confusless. This makes the discrimination method more accurate in selecting input data, resulting in a reliable output. As shown in FIG. 5, Ai、Ci、Hi、PiAnd SiThe indices of (A) each account for a 20% share of the total score 100. DF (Decode-feed)iAnd ETiFactors that affect the sum of the indices in the range of 1-0.75 and 1-0.50, respectively. In fig. 5, Ai, Ci, Hi, Pi and Si reflect the inherent characteristics of the strata, ETi and DFi reflect the influence degrees of excavation disturbance and earthquake disturbance on the strata, and the stability of the surrounding rocks is different for the surrounding rocks of the same level under the disturbance of different degrees, so that the Ai, Ci, Hi, Pi and Si are used as influence factors to correct the rock mass quality score.
The monitoring excavation management system completes the preliminary classification of tunnel surrounding rocks according to information such as geological drilling before excavation, the system truly describes the similar rock pile body surrounding rocks according to the excavated exposed face after excavation, and the adaptive excavation technology and method are provided by adjusting the dynamic feedback model result in real time based on the I-TTGS evaluation model so as to correspond to the current surrounding rock type and support system, so that the whole system realizes the 'evaluation-feedback-update' tunnel excavation management.
Example 1:
the method comprises the steps that a fractured rock body of a tunnel from Yunnan water building (old) to Yuanyang expressway is cut, the tunnel comprises a plurality of groups of structural surfaces, and the stratum skeleton parameter Ai value of the tunnel surrounding rock module of the similar rock mass tunnel can be respectively determined to be 5.48; because the layered rock-like heap body surrounding rock is adopted, the stratum configuration parameter Ci is 9.00; the water content of the 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 tunnel surrounding rock of the section is enough, and the strength index coefficient Si is 12.6; adopting a smooth blasting method to excavate, wherein the kinetic coefficient DFi of the excavation is 0.85; the excavation technique impact coefficient ETi is 0.99.
And (3) evaluating index quantity formula seven based on I-TTGS:
(I)＝(Ai+Ci+Hi+Pi+Si)×DFi×ETithe calculation can obtain: and 46.3 percent of I-TTGS. The surrounding rock belongs to the surrounding rock of a rock pile body with medium quality, the corresponding surrounding rock grade can be judged to be grade III, and the supporting structure can be supported by bolting and shotcreting. Advanced detection is not needed in technical measures,but care should be taken in the design that the falling of wedge-shaped blocks or random blocks is possible.
Claims (10)
1. The utility model provides a class rock pile tunnel country rock quality evaluation and monitoring System which characterized in that, includes acquisition and information System, class rock pile tunnel country rock quality evaluation System (Index of traffic-type group-Structure System, I-TTGS for short), monitoring excavation management System, wherein:
the information pre-stored by the acquisition and information system before excavation and the real information of the tunnel face excavation exposure obtained after excavation are provided for a rock-like heap body tunnel surrounding rock quality evaluation system; the rock and soil mass similar rock pile body surrounding rock quality evaluation system operates the quality evaluation of rock and soil mass similar rock pile body surrounding rocks and is used as a management basis for monitoring the excavation management system; the monitoring excavation management system effectively guides the safe construction of the rock-like pile tunnel and is used for tunnel excavation management and risk management and control; the whole system realizes the tunnel excavation management of an evaluation-feedback-update mode.
2. The system of claim 1, wherein the acquisition and information system comprises an on-site acquisition device and a data information system, the acquisition device is laid on a rock-like heap construction site and acquires various types of on-site engineering information in real time, and the information is provided and stored in the data information system; preparing and storing a rock-like heap body sample test result 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; in the experimental stage before excavation, carrying out test results and water content on a large sample of the rock-like pile body;
all data is stored in a parameterized model database.
3. The system of claim 1, wherein the rock-like body tunnel surrounding rock quality evaluation system comprises a rock-like body system and a supporting structure system;
the rock-like stack system comprises: a rock-like heap body partition characteristic module (TGZTGD), a rock-like heap body stratum behavior module (TGB), and a rock-like heap body stratum hazard module (TGH);
the supporting structure system includes: a similar rock stack body supporting system module (SS), a similar rock stack body structure Dimension module (SD), and a similar rock stack body structure excavation module (EV).
4. The system of claim 3, wherein the rock-like heap volume zoning feature module zones surrounding rock; partitioning the surrounding rock according to geological survey report information stored in the acquisition and information system; and determining a failure mode or moisture content estimation according to the large test result of the medium rock-like heap reserved by the acquisition and information system to divide the rock-like heap into a partial soil rock-like heap body and a partial rock-like heap body. (the samples are divided into a partial soil rock pile and a partial rock pile according to the determination of the failure mode of the test results of the samples or the estimation of the water content, which are common knowledge and known in the field).
5. The system of claim 3, wherein the parameters of the rockfill-like formation behavior module are parameters characterizing a stratigraphic framework, AiThe rock-like heap body stratum behavior module has the function of acquiring the characteristic stratum skeleton parameter A according to the acquisition information stored in the acquisition and information systemiA value; characterizing the stratigraphic framework parameter AiThe value calculation formula is shown as formula I;
Ai＝(adn+ads+adi)×ada×add×adp×adr(formula one)
In the first formula:
adnis dnTo AiThe influence factor score of dnThe number of structural planes based on 1 meter of scanning line (the scanning line can be horizontal, vertical or inclined); a isdnThe value can be according to dnValue is obtained by looking up a table 1;
adsis dsTo AiThe influence factor score of dsThe number of structural surface groups; a isdsThe value can be according to dsValue is obtained by looking up a table 1;
adiis diTo AiThe influence factor score of diIs based on the inclination of the most unfavorable structural planes (with respect to the tunnel run); a isdiThe value can be according to diValue is obtained by looking up a table 1;
adais daTo AiThe influence factor score of daBased on the opening degree of the opening structure surface; a isdaThe value can be according to daValue is obtained by looking up a table 1;
addis ddTo AiThe influence factor score of ddThe degree of structural surface degradation based on weathering and surface alteration; a isddThe value can be according to ddValue is obtained by looking up a table 1;
adpis dpTo AiThe influence factor score of dpThe structure surface is through; a isdpThe value can be according to dpValue is obtained by looking up a table 1;
adfis dfTo AiThe influence factor score of dfThe degree of structural surface friction; a isdfThe value can be according to dfValue is obtained by looking up a table 1;
TABLE 1 stratigraphic framework index (A)i)：adn、ads、adi、ada、add、adfAnd adp
6. The system of claim 3, wherein the primary parameter of the rockfill-like formation hazard module is a characteristic formation configuration parameter CiCi is a stratum configuration index reflecting important geological structure characteristics of the rock-soil mass, and the function of the rock-pile-like stratum hazard module is to obtain a characteristic stratum configuration parameter CiA value; on-site investigation to obtain poor texture pc values (e.g.fracture zone, fault, fold, rock)Burst, etc.) and the sc value of the structural form (e.g., layered, dense, loose, etc.), Ci is calculated as follows:
Ci＝cpc×csc(formula two)
In the second formula, cpcIs CiThe influence factor of expressing the tectonic state of the stratum related to pc, pc is poor texture; c. CpcThe value can be obtained by looking up a table 2 according to the pc value;
cscis sc to CiSc is the structural form; c. CscThe value can be obtained by looking up a table 2 according to the sc value;
ci accounts for 20 points in the percentage system of the I-TTGS evaluation system;
table 2 stratigraphic configuration index (Ci): c. CpcAnd csc
7. The system of claim 3, wherein the main parameter of the rock-like-mass support system module is a parameter characterizing formation hydraulics HiHi is a hydraulic index of influence of water on stratum mechanical property and hydraulic related characteristics, and the rock-like pile body supporting system module has the function of acquiring a characteristic stratum hydraulic parameter H according to acquisition information stored in an acquisition and information systemi(ii) a Characterization stratum hydraulic parameter H of rock-like pile body supporting system moduleiThe Hi calculation formula is as follows:
Hi＝hgc×hgs(formula three)
In the third formula, hgcIs gc to HiThe influence score of (1), gc is the hydraulic conductivity of the rock and soil; h isgcValues can be obtained by looking up table 3 according to gc values;
hgsis gs to HiGs is the medium/filler material for which the softening effect of water is taken into account on the basis of Mohs hardnessInfluence of the material; h isgsThe values can be obtained by looking up a table 3 according to the gs value;
hi accounts for 20 points of the percentage system of the I-TTGS evaluation system;
table 3 hydraulic index (Hi): h isgcAnd hgs
The GCD geotechnical hydraulic conductivity indicator is used as a standard for measuring the ground hydraulic conductivity.
8. The system of claim 3, wherein the main parameter of the rock-like heap structure scale module is a parameter characterizing formation shear, PiAnd the formation strength parameter SiPi is a property index of the ground shear behavior defined as a function of the texture, shape, size and bulk wave velocity of the soil body, SiIs the intensity index of the stratum intensity behavior under the confining pressure condition; the calculation formulas of Pi and Si are respectively formula four and formula five:
Pi＝[pcc+pdc+(pps×ppm)]×pbw(formula four)
In the formula IV, pccIs cc to PiThe influence score of (a), cc represents the cohesion of the soil shear property; p is a radical ofccValues can be obtained by looking up table 4 according to cc values;
pdcis dc to PiThe influence of (d) is scored, and dc represents the frictional property of the soil shearing characteristic; p is a radical ofdcThe value can be obtained by looking up a table 4 according to the dc value;
ppsis ps to Pi(ii) influence score of (a), ps being a function of soil particle size based on particle size; p is a radical ofpsValues can be obtained by looking up table 4 according to ps values;
ppmis pm to PiPm is a function of soil morphology based on particle morphology; p is a radical ofpmThe value can be obtained by looking up table 4 according to the pm value;
pbwis bw to PiBw is body wave velocity; p is a radical ofbwThe values can be obtained by looking up a table 4 according to the bw valueTo;
pi is an important component of the comprehensive applicability of the I-TTGS, models important geological characteristics of rock-like heap body media, provides required information for calculation by information stored in the acquisition and information system, accounts for 20 minutes in the percentage system, and defines parameters of Pi in a table 4;
TABLE 4 shear Performance index (P)i)：pcc，pdc，pps，ppmAnd p isbw
Vp longitudinal wave (P wave) wave velocity (meter/minute);
vs shear wave (S-wave) wave velocity (m/min);
Si＝scs×sse(formula five) of the reaction solution,
the information stored by the acquisition and information system provides required information for the calculation; in the fifth formula, sseIs se to SiInfluence score of (a), se is the size effect; sseThe value can be obtained by looking up table 5 according to se value; scsIs cs to SiCs is the uniaxial compressive strength of the formation; scsThe value can be obtained by looking up a table 5 according to the cs value;
Siis an important index of stratigraphic structure classification in the I-System, SiIn the percentage system of 20 points, S is defined in Table 5iThe parameters of (1);
TABLE 5 Strength index (S)i)：scsAnd sse
A B/H ground structure shape/scale factor representing the ratio of the width to the height of the slope or trench;
cs stratum uniaxial compressive strength;
D/H is the ratio of the width or horizontal span of the underground opening to the height of the opening;
scsand SiA related cs score;
the se size effect;
sseand SiThe relevant se score;
UCS uniaxial compressive strength;
σhhorizontal stress at the structural arrangement location or depth;
σvvertical stress at the structural arrangement location or depth.
9. The system of claim 3, wherein the characterization parameter of the rock heap structure excavation module comprises a dynamic influence coefficient (DF)iAnd the influence coefficient ET of excavation technologyi；
DFiReflecting the influence of power on the ground structure, and expressing the influence on the ground structure by using an earthquake influence function to influence DFiThe dynamic influence factor of the value is seismic peak acceleration (PGA)SD) A seismic hazard zone (ERZ), or MSK seismic intensity;
wherein the PGASD＝f(PGA,GSρ, d) (formula six), the information stored by the acquisition and information system provides the required information for the calculation thereof;
in the sixth formula, PGASD＝MSF×PGADWhen the magnitude scale factor is less than 1.8, MSF is 6.9 Xexp [ -M/4 ]]0.058, M is seismic magnitude, PGADFor designing seismic peak acceleration, GSFor shear modulus, ρ is the unit mass of the formation and d is the depth of the structure; the calculated PGASDOr [ ERZ ]]Or { MSK }, in comparison to PGA in Table 6SDSelecting DF within 6 rangesi(ii) a Table 6 defines DFiThe parameters of (1);
TABLE 6 dynamic Effect (DF)i)
ETiIs the influence of the excavation technology on the stratum structure, represents the vibration influence of the excavation process on the structure, and influences ETiThe parameters of the values include Excavation Technology (ET), particle peak vibration velocity (PPV), and can be obtained by looking up table 7 according to ET or PPV valuesETiThe value is obtained. ETiIn the range of 1.00 to 0.50, ET is defined in Table 7iThe parameters of (1);
TABLE 7 excavation impact (ET)i)
10. The system of claim 1 or 3, wherein the total calculation formula of the I-TTGS evaluation model is:
(I)＝(Ai+Ci+Hi+Pi+Si)×DFi×ETi(formula seven) of the reaction mixture,
according to the formula seven, Ai、Ci、Hi、Pi、Si、DFi、ETiSubstituting into the calculation to obtain a result I, and outputting the result I to a system to evaluate the quality of the surrounding rock of the rock-like pile body according to the percentage; the quality of the tunnel surrounding rock of the rock-like pile body can be quantitatively determined according to different I value percentages (full score of 100); the I-TTGS output value ranges from 100 to 0, and stratigraphic structures are divided into 10 classes: (I) -01 to (I) -10, from best to worst level;
the quality evaluation system for the surrounding rocks of the similar rock mass tunnel comprises a software operation algorithm as follows:
s1: the surrounding rock can be reasonably partitioned according to the information provided by the geological survey report;
s2: characteristic stratum skeleton parameter A of rock-like heap body stratum behavior module is obtainedi；
S3: on the basis of the steps S1 and S2, the characteristic stratum configuration parameter C of the rock-like heap body stratum hazard modulei；
S4: determining characteristic stratum hydraulic parameter H of rock-like pile body supporting system modulei；
S5: characterizing formation shear parameter P for determining rock-like heap structure scale moduleiAnd the formation strength parameter Si；
S6: characterization parameter power influence system for determining rock-like pile structure excavation moduleNumber DFiAnd coefficient of influence ET of excavation techniquei；
S7: substituting the parameters in the steps S1-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 rock-like heap body evaluated by the system according to the percentage.
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