CN-122020231-A - Deformation damage mode identification method and system for constructing mixed rock zone tunnel engineering section

CN122020231ACN 122020231 ACN122020231 ACN 122020231ACN-122020231-A

Abstract

The invention discloses a deformation damage mode judging method and system for constructing a mixed rock zone tunnel engineering section. The structural mixed rock zone has the characteristics of complex material composition, complex geological structure and the like, and becomes a complex engineering geological problem and geological disaster frequency zone for tunnel and underground engineering construction. The method comprises the steps of dividing surrounding rock geological structure types of a structure mixed rock belt tunnel, determining 5 deformation damage modes of a tunnel section, establishing corresponding relations between each deformation damage mode and the surrounding rock geological structure types and auxiliary judgment factors, acquiring tunnel surrounding rock geological information, and judging the deformation damage modes of a section to be excavated of the structure mixed rock belt tunnel engineering section according to the corresponding relations between the established deformation damage modes and the surrounding rock geological structure types and the auxiliary judgment factors. The invention can prevent the geological security risk faced in the construction process of the mixed rock zone tunnel of the resolving structure.

Inventors

DONG FAN
LUO FENG
LI WENYI
CHEN XINGQIANG
GAO BIN
HUANG YONG
XIE SI
SUN CHANGJIANG
Chang Shuaipeng
WANG DUJIANG
CAO GUODONG

Assignees

中铁第一勘察设计院集团有限公司
中国铁建股份有限公司

Dates

Publication Date: 20260512
Application Date: 20251204

Claims (10)

1. A deformation damage mode judging method for constructing a mixed rock zone tunnel engineering section is characterized by comprising the following steps: Dividing surrounding rock geological structure types for constructing a mixed rock zone tunnel, wherein the surrounding rock geological structure types comprise an I matrix supporting type, a II rock supporting type, a III fracture control type and an IV joint dense type, the I matrix supporting type comprises an I-1 rock-free matrix supporting type and an I-2 rock matrix supporting type, the II rock supporting type comprises an II-1 local alteration rock supporting type and an II-2 fault control alteration zone rock supporting type, and the III fracture control type comprises a III-1 fracture zone development fracture control type, a III-2 micro fracture control type and a III-3 movable fracture/landslide fracture control type; Step two, determining 5 deformation damage modes of the tunnel section, and establishing a corresponding relation between each deformation damage mode and the surrounding rock geological structure type and auxiliary identification factors; And thirdly, obtaining geological information of surrounding rocks of the tunnel, and judging the deformation damage mode of the section to be excavated of the tunnel engineering section of the construction mixed rock according to the corresponding relation between the deformation damage mode established in the second step, the type of the geological structure of the surrounding rocks and auxiliary judgment factors.
2. The method for judging the deformation failure mode of the tunnel engineering section of the structural mixed rock zone according to claim 1, wherein in the first step, the judgment method for the I matrix support type is as follows: the tunnel section is mainly based on a matrix, and is divided into I matrix supporting type when the long side of a single rock cannot cover the whole tunnel section diameter, I-1 matrix supporting type when the rock area ratio is less than 20% and I-2 matrix supporting type when the rock area ratio is more than or equal to 20% by taking the rock area ratio as a standard.
3. The method for judging the deformation damage mode of the tunnel engineering section of the construction mixed rock zone according to claim 1, wherein in the first step, the judging method for the II rock mass supporting type is as follows: The section of the tunnel is mainly composed of rock blocks, the long sides of the individual rock blocks can cover the diameter of the whole section of the tunnel, the section is divided into II rock block supporting type, when the alteration belt is distributed in a scattered or local plaque shape and does not form a continuous penetrating structural belt, the II-1 partial alteration rock block supporting type is obtained, when the alteration belt develops along the fault structural belt, a continuous penetrating alteration broken belt is formed, and the II-2 fault control alteration belt rock block supporting type is obtained.
4. The method for judging the deformation failure mode of the tunnel engineering section of the structural mixed rock zone according to claim 1, wherein in the first step, the III fracture control type judging method is as follows: When the width of the fault fracture zone of the tunnel section is more than or equal to 1m, the area of the fault fracture zone is more than 30 percent, and the particle size of rock is less than 5cm, the control method is III-1 fracture zone development fracture control; when the tunnel section is only broken in small linear form with the development breaking width less than or equal to 1m, the control type of III-2 tiny breaking is adopted, and when the tunnel section is broken in movable form or slides on sliding surfaces, the control type of III-3 movable breaking/sliding surface breaking is adopted.
5. The method for judging deformation failure mode of tunnel engineering section of construction mixed rock zone according to claim 1, wherein in the first step, the method for judging the IV joint density is as follows: When the joint line density of the tunnel section is more than or equal to 10 joints/m and is concentrated into belt distribution, the tunnel section is IV joint intensive.
6. The method for judging deformation damage modes of tunnel engineering sections of a construction mixed rock zone according to any one of claims 1-5 is characterized in that in the second step, 5 deformation damage modes of the tunnel sections are collapse, horizontal convergence, circumferential convergence, bottom drum and dislocation, wherein collapse is represented by vault, vault rock fall, subsidence, sliding or rotation, horizontal convergence is represented by horizontal extrusion deformation, circumferential convergence is represented by integral synchronous deformation of the sections, bottom drum is represented by inverted arch uplift, and dislocation is represented by tunnel structure dislocation.
7. The method for judging deformation damage modes of tunnel engineering sections of construction mixed rock zones according to claim 6, wherein in the second step, the corresponding relation between each deformation damage mode and surrounding rock geological structure type and auxiliary judging factors is as follows: 1) I-1 rock-free matrix support type When no underground water or a small amount of underground water is present and the underground water is high in ground stress, the corresponding deformation damage mode is horizontal convergence, when the underground water is rich, the corresponding deformation damage mode is bottom drum or collapse, and when the buried depth is less than 300m and the ground stress is low, the corresponding deformation damage mode is collapse; 2) I-2 has a rock matrix support When the rock mass is intensively distributed, the corresponding deformation damage mode is collapse; 3) II-1 partial alteration rock mass support When the explosion vibration speed is more than or equal to 10cm/s, the corresponding deformation damage mode is that the deformation belt breaks and collapses; 4) II-2 fault control alteration belt rock supporting type When the ground water is rich, the etching zone softens, and the corresponding deformation damage mode is collapse; 5) III-1 control of breaking zone development and breaking When the buried depth is less than 100m, the corresponding deformation damage mode is annular convergence, when the buried depth is more than or equal to 100m, the corresponding deformation damage mode is horizontal convergence, and when the underground water is rich, the corresponding deformation damage mode is bottom drum or gushing water type collapse; 6) III-2 micro fracture control When the fracture trend is parallel to the tunnel axis, the corresponding deformation damage mode is horizontal convergence, when the fracture trend is vertical to the tunnel axis, the corresponding deformation damage mode is collapse, and when the ground stress is high, the corresponding deformation damage mode is horizontal convergence; 7) III-3 active fracture/landslide surface fracture control When the strong activity breaks, the corresponding deformation damage mode is staggered, when the weak activity breaks, the corresponding deformation damage mode is collapse, and when the landslide body moves, the corresponding deformation damage mode is staggered; 8) Intensive IV joint When the burial depth is less than 100m, the corresponding deformation damage mode is annular convergence, when the burial depth is more than or equal to 100m, the corresponding deformation damage mode is collapse, when the burial depth is a horizontal joint, the corresponding deformation damage mode is vault collapse, and when the burial depth is a steep joint, the corresponding deformation damage mode is side wall convergence.
8. The method for judging the deformation damage mode of the tunnel engineering section of the construction mixed rock zone according to claim 7, wherein the third step comprises the following steps: Step 3.1, tunnel geological information is obtained; Step 3.2, determining the type of the surrounding rock geological structure according to the geological information obtained in the step 3.1; step 3.3, extracting auxiliary identification factor data; Step 3.4, determining a deformation damage mode of the tunnel section according to the surrounding rock geological structure type determined in the step 3.2, the auxiliary identification factor data extracted in the step 3.3, and the corresponding relation between the deformation damage mode and the surrounding rock geological structure type and the auxiliary identification factor; and 3.5, verifying the rationality of the judgment result by using real-time data of tunnel monitoring measurement and fiber bragg grating monitoring.
9. The method for judging the deformation damage mode of the tunnel engineering section of the construction mixed rock zone according to claim 8, wherein the step 3.3 is specifically as follows: From the monitoring result in step 3.1, quantitative data of groundwater state, ground stress level, construction disturbance strength, joint shape and fracture activity are extracted, and specific grading standards are as follows: The groundwater state is based on the water inflow quantity Q and the crevice water pressure p of unit length, and is divided into 1) no water, wherein Q is less than 25L/(min.10m), p is less than or equal to 0.1MPa, 2) a small amount of groundwater, namely, 25L/(min.10m), Q is less than or equal to 125L/(min.10m), p is less than or equal to 0.1MPa, 3) the groundwater is abundant, namely, Q is more than or equal to 125L/(min.10m), and p is more than 0.5 MPa. The ground stress level is 1) the ground stress is Rc/sigma max >7, sigma max is less than 15MPa, 2) the ground stress is 4< Rc/sigma max < 7, 15MPa < sigma max <30MPa, 3) the ground stress is less than or equal to 4 and sigma max <30MPa; The construction disturbance intensity is 1) low disturbance of SR <0.3, blasting vibration speed of < 5cm/s, 2) disturbance of 0.3-0.7, 5 cm/s-10 cm/s, 3) high disturbance of SR-0.7 and blasting vibration speed of 10cm/s; The joint shape is characterized in that the joint inclination angle alpha 1 is used as a standard and is divided into 1) horizontal joints with the angle alpha 1 less than or equal to 30 degrees, 2) gentle inclined joints with the angle alpha 1 less than 60 degrees and 3) abrupt inclined joints with the angle alpha 1 more than or equal to 60 degrees; The breaking activity is 1) stable breaking, the annual sliding speed is less than 0.1 mm/year, the breaking width is less than or equal to 1m, 2) weak activity breaking, the annual sliding speed is less than or equal to 0.1 mm/year and less than or equal to 1 mm/year, the breaking width is less than or equal to 1m, 3) strong activity breaking, the annual sliding speed is more than or equal to 1 mm/year, and the wide breaking strength is more than or equal to 5m.
10. A deformation damage mode identification system for constructing a mixed rock zone tunnel engineering section, which adopts the deformation damage mode identification method for constructing a mixed rock zone tunnel engineering section according to claim 9, and is characterized in that: The system comprises a data acquisition module, a deformation damage mode judging module and an early warning module; the data acquisition module is used for acquiring geological information of surrounding rocks of the tunnel; the deformation damage mode judging module is used for judging the deformation damage mode of the section to be excavated of the tunnel engineering section of the construction mixed rock zone; the early warning module is used for informing the constructor of the determined deformation damage mode.

Description

Deformation damage mode identification method and system for constructing mixed rock zone tunnel engineering section Technical Field The invention belongs to the technical field of tunnel and underground engineering safety control, and particularly relates to a deformation damage mode identification method and system for a tunnel engineering section of a construction mixed rock zone. Background The structural mixed rock zone has the characteristics of complex material composition and geological structure, rapid spatial change, large engineering geological characteristic difference and the like, and becomes a complex engineering geological problem and geological disaster frequency zone for tunnel and underground engineering construction. Summarizing, the structural mixed rock belt has the characteristics of strong structural deformation, rich lithology types, serious local alteration, activity fracture development and the like, and is specifically expressed as follows: 1) The structural deformation is strong, the folds and the fractures develop, and the rock bodies with different types and sources are piled up in a mixed way. 2) The lithology is rich in variety, and sedimentary rock, metamorphic rock and magma rock are all developed, and are metamorphic and deformed under the influence of structure, hydrothermal solution and the like, so that a large number of matrixes with different lithology are developed. 3) Local alteration is serious, namely original rock structural damage, multi-type alteration superposition and structural transformation characteristics (sheet physicochemical and broom-crafted diagenetic) reflect long-term superposition influences of hydrothermal activity and stress action in a structural crushing belt. 4) The movable fracture development, namely, constructing a mixed rock zone along a line often develops a plurality of brand new movable fracture zones. Because the conventional geology works weak, the degree of understanding of the formation evolution process and the bad engineering characteristics of the structural mixed rock zone is low, the engineering construction needs are difficult to meet by the existing theory and technical method, and the difficult problem of urgent need of cracking is solved. Disclosure of Invention In order to make up for the defects of the prior art, the invention provides a deformation damage mode judging and identifying method and a system for constructing a mixed rock tunnel engineering section, and the deformation damage mode of a paragraph to be excavated can be rapidly judged and identified through the corresponding relation between the established deformation damage mode, the surrounding rock geological structure type and auxiliary judging and identifying factors. In order to achieve the above purpose, the technical scheme adopted by the invention is as follows: a deformation damage mode judging method for constructing a mixed rock zone tunnel engineering section comprises the following steps: Dividing surrounding rock geological structure types for constructing a mixed rock zone tunnel, wherein the surrounding rock geological structure types comprise an I matrix supporting type, a II rock supporting type, a III fracture control type and an IV joint dense type, the I matrix supporting type comprises an I-1 rock-free matrix supporting type and an I-2 rock matrix supporting type, the II rock supporting type comprises an II-1 local alteration rock supporting type and an II-2 fault control alteration zone rock supporting type, and the III fracture control type comprises a III-1 fracture zone development fracture control type, a III-2 micro fracture control type and a III-3 movable fracture/landslide fracture control type; Step two, determining 5 deformation damage modes of the tunnel section, and establishing a corresponding relation between each deformation damage mode and the surrounding rock geological structure type and auxiliary identification factors; And thirdly, obtaining geological information of surrounding rocks of the tunnel, and judging the deformation damage mode of the section to be excavated of the tunnel engineering section of the construction mixed rock according to the corresponding relation between the deformation damage mode established in the second step, the type of the geological structure of the surrounding rocks and auxiliary judgment factors. Further, in the first step, the method for judging the I matrix support is as follows: the tunnel section is mainly based on a matrix, and is divided into I matrix supporting type when the long side of a single rock cannot cover the whole tunnel section diameter, I-1 matrix supporting type when the rock area ratio is less than 20% and I-2 matrix supporting type when the rock area ratio is more than or equal to 20% by taking the rock area ratio as a standard. In the first step, the method for judging the support type of the II rock mass is as follows: The section of the tunnel is mainly com