WO2025007726A1 - 基于岩体结构面识别与力学参数预测的模拟方法及系统 - Google Patents

基于岩体结构面识别与力学参数预测的模拟方法及系统 Download PDF

Info

Publication number
WO2025007726A1
WO2025007726A1 PCT/CN2024/099364 CN2024099364W WO2025007726A1 WO 2025007726 A1 WO2025007726 A1 WO 2025007726A1 CN 2024099364 W CN2024099364 W CN 2024099364W WO 2025007726 A1 WO2025007726 A1 WO 2025007726A1
Authority
WO
WIPO (PCT)
Prior art keywords
rock mass
parameters
excavation
structural surface
model
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/CN2024/099364
Other languages
English (en)
French (fr)
Inventor
李利平
周宗青
高成路
白松松
靳高汉
刘洪亮
成帅
商成顺
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shandong University
Original Assignee
Shandong University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shandong University filed Critical Shandong University
Publication of WO2025007726A1 publication Critical patent/WO2025007726A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Classifications

    • G—PHYSICS
    • G06—COMPUTING OR CALCULATING; COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E21F17/18—Special adaptations of signalling or alarm devices
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
    • G01N33/24—Earth materials
    • G—PHYSICS
    • G06—COMPUTING OR CALCULATING; COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/10—Numerical modelling

Definitions

  • the present invention relates to the technical field of geotechnical engineering modeling and numerical simulation, and in particular to a simulation method and system based on rock mass structural surface identification and mechanical parameter prediction.
  • geological space is a non-intuitive, non-continuous, non-homogeneous, and non-parametric three-dimensional space.
  • the multi-scale structural surface of rock mass is mainly obtained through drilling, geophysical exploration and other methods.
  • geological simulation is often based on parametric modeling technology, section surface plus plane geological map, multi-layer DEMs-QTP surface mixed data and other methods. According to the obtained structural surface data, the corresponding three-dimensional geological model is established. Conduct geological simulation.
  • Rock mass is composed of rocks and structural surfaces.
  • usually only one set of physical and mechanical parameters is used, or the same rock layer is only differentiated according to the degree of weathering and fragmentation.
  • the changes in the physical and mechanical parameters of the rock mass caused by the influence of the structural surface are not taken into account, which makes the simulation results inaccurate and unable to accurately reflect the true shape and properties of the geological body.
  • the present invention proposes a simulation method and system based on rock structure surface identification and mechanical parameter prediction.
  • the predicted physical and mechanical parameters of the rock mass in front of the excavation point are obtained, and the numerical calculation model of tunnel construction is updated by predicting the physical and mechanical parameters, thereby ensuring the accuracy of the numerical simulation of tunnel excavation.
  • the present invention adopts the following technical solution:
  • the numerical calculation model of tunnel construction is updated by the predicted physical and mechanical parameters of the rock mass ahead of the excavation point.
  • a data acquisition module is used to obtain the multi-scale structural surface data and physical and mechanical parameters of the rock mass at the tunnel construction site;
  • Model building module used to build a numerical calculation model for tunnel construction based on the multi-scale structural surface data of the rock mass
  • the tunnel excavation numerical simulation module is used to input the physical and mechanical parameters of the rock mass into the numerical calculation model of the tunnel construction to perform numerical simulation of tunnel excavation; during the simulation process, the real-time excavation parameters of the construction machinery are obtained; based on the real-time excavation parameters of the construction machinery and the correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass, the predicted physical and mechanical parameters of the rock mass in front of the excavation point are obtained; and the numerical calculation model of the tunnel construction is updated according to the predicted physical and mechanical parameters of the rock mass in front of the excavation point.
  • an electronic device comprising a memory and a processor, and computer instructions stored in the memory and running on the processor, wherein when the computer instructions are run by the processor, the steps described in the simulation method based on rock structure surface identification and mechanical parameter prediction are completed.
  • a computer-readable storage medium for storing computer instructions.
  • the steps described in the simulation method based on rock structure surface identification and mechanical parameter prediction are completed.
  • the present invention has the following beneficial effects:
  • the present invention takes into account the changes in physical and mechanical parameters of the rock mass caused by the influence of the structural surface, and predicts the predicted physical and mechanical parameters of the rock mass in front of the excavation point by obtaining real-time excavation parameters. Then, the numerical calculation model of tunnel construction is updated according to the predicted physical and mechanical parameters of the rock mass in front of the excavation point, thereby ensuring the accuracy of numerical simulation of tunnel excavation.
  • the present invention also dynamically updates the multi-scale structural surface to ensure that the constructed numerical calculation model of tunnel construction can simulate the rock mass more realistically, thereby ensuring the accuracy of the numerical simulation of tunnel excavation.
  • FIG1 is a flow chart of updating the physical and mechanical parameters of the rock mass in the method disclosed in Example 1;
  • FIG2 is a schematic diagram of updating a multi-scale structural surface in Example 1;
  • FIG3 is a schematic diagram showing the relationship between the excavation parameters and the physical and mechanical parameters of the rock mass disclosed in Example 1;
  • FIG. 4 is a schematic diagram of determining the timing for updating the physical and mechanical parameters of a rock mass disclosed in Example 1.
  • FIG. 4 is a schematic diagram of determining the timing for updating the physical and mechanical parameters of a rock mass disclosed in Example 1.
  • FIGS. 1 to 4 a simulation method based on rock mass structural plane identification and mechanical parameter prediction is disclosed, as shown in FIGS. 1 to 4 , including:
  • the multi-scale structural planes mainly include: faults, interlayer dislocation, weak interlayers, layers, joint fractures, There are five types of gaps, and the acquisition methods and data contents are shown in Table 1.
  • the physical and mechanical parameters of the rock mass obtained include rock density, elastic modulus, Poisson's ratio, cohesion and internal friction angle.
  • S2 Construct a numerical calculation model for tunnel construction based on the multi-scale structural surface data of the rock mass, including:
  • the constructed three-dimensional geological model is meshed to construct a numerical calculation model for tunnel construction.
  • the initial three-dimensional geological model of the multi-scale structural surface of the rock mass is constructed according to the multi-scale structural surface data of the rock mass; secondly, the progressive detection method is used to obtain the parameters of the large and medium-scale structural surfaces of the rock mass during the tunnel excavation process; the structural surface occurrence information of the rock mass is obtained; finally, the initial three-dimensional geological model is corrected by the large and medium-scale structural surface parameters of the rock mass and the structural surface occurrence information of the rock mass, so as to obtain the final three-dimensional geological model of the multi-scale structural surface of the rock mass.
  • the multi-scale structural surface data of the rock mass obtained in step 1 are standardized by methods such as [14], [15], [16], [17], [18], [19], [20], [21], [22], [23], [24], [25], [26], [27], [28], [29], [30], [31], [32], [33], [34],
  • the established standardized database was introduced and imported into the EVS (Earth Volumetric Studio) software to establish an initial three-dimensional geological model of the multi-scale structural surfaces of the rock mass covering the multi-scale structural surfaces.
  • progressive detection methods such as geological surveys, comprehensive geophysical exploration, and borehole television are adopted to dynamically obtain information such as morphology, position, and scale.
  • the priority of detection accuracy that is, according to the degree of refinement of the detection method, the spatial position and occurrence of large-scale structural surfaces in the geological model are gradually corrected.
  • the approximate regional scope is first determined by remote sensing, and then the fault position and occurrence are determined by airborne transient electromagnetic, and the fault boundary is finally determined by geophysical exploration or drilling.
  • the joints and fissures in the rock formation are complex, so statistical methods (cluster analysis) are needed to obtain the largest group of fractures, which is the structural surface dominant group. Based on this group, the occurrence parameters that can represent most of the joints and fissures in the rock formation can be statistically analyzed, which can be used as the data of the joints and fissures in the area.
  • the initial three-dimensional geological model of the multi-scale structural surface of the rock mass is meshed to establish a numerical calculation model for tunnel construction.
  • the mesh can be tetrahedron or hexahedron.
  • the mesh in the structural surface area is denser and the structural surface in the complete rock mass area of the non-structural surface is sparser.
  • S3 Input the physical and mechanical parameters of the rock mass into the numerical calculation model of the tunnel construction to perform numerical simulation of tunnel excavation; during the simulation, obtain the real-time excavation parameters of the construction machinery; obtain the predicted physical and mechanical parameters of the rock mass in front of the excavation point based on the real-time excavation parameters of the construction machinery and the correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass; update the numerical calculation model of the tunnel construction according to the predicted physical and mechanical parameters of the rock mass in front of the excavation point.
  • the correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass takes the excavation parameters of the construction machinery as input and the predicted physical and mechanical parameters of the rock mass in front of the excavation point as output. It is constructed based on the XGBoost model, as shown in Figure 3.
  • the construction machinery may be a rock drilling rig, TBM, shield machine or other construction machinery used at a tunnel construction site.
  • the construction parameters include rotation pressure, thrust pressure, impact pressure, water pressure and water flow.
  • the construction parameters include propulsion force, cutter head torque and cutter head rotation speed.
  • the construction parameters include propulsion force, cutter head torque, cutter head speed and working chamber pressure.
  • the construction parameters of the existing construction machinery and the physical and mechanical parameters of the rock mass in front of the corresponding excavation point are obtained as training data.
  • the XGBoost model constructed with the excavation parameters of the construction machinery as input and the predicted physical and mechanical parameters of the rock mass as output is trained.
  • the trained model is a correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass.
  • the excavation parameters of the construction machinery are obtained in real time.
  • the obtained real-time excavation parameters of the construction machinery are input into the correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass to obtain the predicted physical and mechanical parameters of the rock mass in front of the excavation point at the corresponding time.
  • the predicted physical and mechanical parameters of the rock mass in front of the excavation point are replaced with the physical and mechanical parameters of the rock mass in front of the excavation point in the constructed numerical calculation model of tunnel construction, so as to realize the correction of the numerical calculation model of tunnel construction.
  • the predicted physical and mechanical parameters of the rock mass in front of the excavation point are used to update the numerical calculation model of tunnel construction, and the updated model is used to perform numerical simulation of tunnel excavation to obtain numerical simulation results;
  • the tunnel construction numerical calculation model is updated using the predicted physical and mechanical parameters of the rock mass in front of the excavation point;
  • the tunnel construction numerical calculation model is not updated.
  • the j-th tunnel excavation numerical simulation is carried out to obtain the j-th numerical simulation results and the rock mass in front of the j-th excavation point. Predict physical and mechanical parameters;
  • the physical and mechanical parameters in the tunnel construction numerical calculation model are updated by using the predicted physical and mechanical parameters B of the rock mass in front of the excavation point of the i-th excavation, so that the physical and mechanical parameters of the updated model are B.
  • the updated model is used to perform the j-th tunnel excavation numerical simulation to obtain the j-th numerical simulation result;
  • the k-th tunnel excavation numerical simulation is carried out to obtain the k-th numerical simulation results and the predicted physical and mechanical parameters of the rock mass in front of the k-th excavation point;
  • the physical and mechanical parameters in the tunnel construction numerical calculation model are updated by using the predicted physical and mechanical parameters B of the rock mass in front of the j-th excavation entry point, so that the physical and mechanical parameters of the updated model are B, and the updated model is used to perform the k-th tunnel excavation numerical simulation to obtain the k-th numerical simulation result;
  • the error threshold is set to determine the reasonable pre-calculation step length and the update standard of the physical and mechanical parameters of the rock mass, and to obtain the best time to update the physical and mechanical parameters of the rock mass, which can ensure the accuracy and timeliness of the numerical simulation of tunnel excavation, instead of the traditional method that requires simulation to be carried out after the excavation is completed or more complete geological data are available.
  • the method disclosed in this embodiment takes into account the changes in the physical and mechanical parameters of the rock mass caused by the influence of the structural surface when performing numerical simulation of tunnel excavation, and predicts the predicted physical and mechanical parameters of the rock mass in front of the excavation point by obtaining real-time excavation parameters, and then updates the tunnel construction numerical calculation model by the predicted physical and mechanical parameters of the rock mass in front of the excavation point, thereby ensuring the accuracy of the numerical simulation of tunnel excavation.
  • the multi-scale structural surface is dynamically updated to ensure that the constructed numerical calculation model of tunnel construction can simulate the rock mass more realistically, further ensuring the accuracy of the numerical simulation of tunnel excavation.
  • a simulation system based on rock mass structural surface identification and mechanical parameter prediction including:
  • a data acquisition module is used to obtain the multi-scale structural surface data and physical and mechanical parameters of the rock mass at the tunnel construction site;
  • Model building module used to construct tunnel construction numerical calculation based on rock mass multi-scale structural surface data Calculate the model
  • the tunnel excavation numerical simulation module is used to input the physical and mechanical parameters of the rock mass into the numerical calculation model of the tunnel construction to perform numerical simulation of tunnel excavation; during the simulation process, the real-time excavation parameters of the construction machinery are obtained; based on the real-time excavation parameters of the construction machinery and the correlation model between the excavation parameters and the physical and mechanical parameters of the rock mass, the predicted physical and mechanical parameters of the rock mass in front of the excavation point are obtained; and the numerical calculation model of the tunnel construction is updated according to the predicted physical and mechanical parameters of the rock mass in front of the excavation point.
  • an electronic device including a memory and a processor, and computer instructions stored in the memory and running on the processor.
  • the steps described in the simulation method based on rock structure surface identification and mechanical parameter prediction disclosed in Example 1 are completed.
  • a computer-readable storage medium for storing computer instructions.
  • the steps of the simulation method based on rock structure surface identification and mechanical parameter prediction disclosed in Example 1 are completed.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Physics & Mathematics (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Health & Medical Sciences (AREA)
  • General Physics & Mathematics (AREA)
  • Geology (AREA)
  • Biochemistry (AREA)
  • Analytical Chemistry (AREA)
  • Theoretical Computer Science (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Pathology (AREA)
  • Immunology (AREA)
  • General Health & Medical Sciences (AREA)
  • Evolutionary Computation (AREA)
  • Medicinal Chemistry (AREA)
  • Environmental & Geological Engineering (AREA)
  • Food Science & Technology (AREA)
  • Geometry (AREA)
  • General Engineering & Computer Science (AREA)
  • Computer Hardware Design (AREA)
  • Remote Sensing (AREA)
  • Management, Administration, Business Operations System, And Electronic Commerce (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

本发明公开的基于岩体结构面识别与力学参数预测的模拟方法及系统，包括：获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；根据岩体多尺度结构面数据构建隧道施工数值计算模型；将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；在模拟过程中，获取施工机械的实时掘进参数；根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。实现了对隧道开挖的准确模拟。

Description

基于岩体结构面识别与力学参数预测的模拟方法及系统
相关申请的交叉引用
本发明要求于2023年7月6日提交中国国家知识产权局、申请号为202310825839.8、发明名称为“基于岩体结构面识别与力学参数预测的模拟方法及系统”的中国专利申请的优先权，其全部内容通过引用结合在本发明中并构成本发明的一部分，用于所有目的。
技术领域
本发明涉及岩土工程建模与数值仿真技术领域，尤其涉及基于岩体结构面识别与力学参数预测的模拟方法及系统。
背景技术
本部分的陈述仅仅是提供了与本发明相关的背景技术信息，不必然构成在先技术。
隧道与地下工程中存在大量的断层、软弱夹层、裂隙、节理等结构面，工程结构十分复杂。自然界中的地质体经过漫长的历史演变，在时间和空间上表现出很强的规律性，但是由于断层、褶皱、尖灭等特殊地质现象的存在，地质特征也具有十分明显的复杂性、差异性与不确定性。因此，地质空间是一个非直见、非连续性、非均质、非参数化的三维空间。
岩体多尺度结构面主要通过钻探、物探等方法进行获取，在进行建模时通常需要对不同探测方法获得的多种格式数据进行融合。目前在地质模拟时，往往是基于参数化建模技术、剖切面加平面地质图、多层DEMs-QTP面体混合数据等方法，根据获得的结构面数据建立相应的三维地质模型进 行地质模拟。
岩体由岩石与结构面组成，在针对隧道与地下工程的数值模拟中，一种通常只采用一套物理力学参数，或仅根据风化、破碎程度对同一种岩层进行区分，并未考虑到岩体受结构面的影响产生的物理力学参数变化，进而使模拟结果不准确，无法精确反映地质体的真实形态与属性。
发明内容
本发明为了解决上述问题，提出了基于岩体结构面识别与力学参数预测的模拟方法及系统，在隧道开挖数值模拟过程中，获取了掘进点前方岩体的预测物理力学参，并通过预测物理力学参数对隧道施工数值计算模型进行更新，保证了隧道开挖数值模拟的准确性。
为实现上述目的，本发明采用如下技术方案：
第一方面，提出了基于岩体结构面识别与力学参数预测的模拟方法，包括：
获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；
根据岩体多尺度结构面数据构建隧道施工数值计算模型；
将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；
在模拟过程中，获取施工机械的实时掘进参数；
根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；
通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
第二方面，提出了基于岩体结构面识别与力学参数预测的模拟系统，包括：
数据获取模块，用于获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；
模型构建模块，用于根据岩体多尺度结构面数据构建隧道施工数值计算模型；
隧道开挖数值模拟模块，用于将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；在模拟过程中，获取施工机械的实时掘进参数；根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
第三方面，提出了一种电子设备，包括存储器和处理器以及存储在存储器上并在处理器上运行的计算机指令，所述计算机指令被处理器运行时，完成基于岩体结构面识别与力学参数预测的模拟方法所述的步骤。
第四方面，提出了一种计算机可读存储介质，用于存储计算机指令，所述计算机指令被处理器执行时，完成基于岩体结构面识别与力学参数预测的模拟方法所述的步骤。
与现有技术相比，本发明的有益效果为：
1、本发明在进行隧道开挖数值模拟时，考虑了岩体受结构面的影响产生的物理力学参数变化，通过获取实时掘进参数来预测获取掘进点前方岩体的预测物理力学参数，进而通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新，保证了隧道开挖数值模拟的准确性。
2、本发明在构建隧道施工数值计算模型时，还对多尺度结构面进行了动态更新，保证构建的隧道施工数值计算模型能够更真实的模拟岩体，从而保证隧道开挖数值模拟的准确性。
本发明附加方面的优点将在下面的描述中部分给出，部分将从下面的描述中变得明显，或通过本发明的实践了解到。
附图说明
构成本申请的一部分的说明书附图用来提供对本申请的进一步理解，本申请的示意性实施例及其说明用于解释本申请，并不构成对本申请的不当限定。
图1为实施例1公开方法中岩体物理力学参数更新流程图；
图2为实施例1中多尺度结构面更新示意图；
图3为实施例1中公开的掘进参数与岩体物理力学参数关系示意图；
图4为实施例1中公开的岩体物理力学参数更新时机判定示意图。
具体实施方式
下面结合附图与实施例对本发明作进一步说明。
应该指出，以下详细说明都是例示性的，旨在对本申请提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本申请所属技术领域的普通技术人员通常理解的相同含义。
实施例1
在该实施例中，公开了基于岩体结构面识别与力学参数预测的模拟方法，如图1-图4所示，包括：
S1：获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数。
多尺度结构面主要包括：断层、层间错动、软弱夹层、层面、节理裂 隙五类，获取方法及数据内容如表1所示。
表1多尺度结构面数据获取方法
上述多尺度结构面精度划分如图2所示。
获取的岩体物理力学参数包括岩石的密度、弹性模量、泊松比、内聚力和内摩擦角等参数。
S2：根据岩体多尺度结构面数据构建隧道施工数值计算模型，包括：
根据岩体多尺度结构面数据构建岩体多尺度结构面的三维地质模型；
对构建的三维地质模型进行网格剖分，构建获得隧道施工数值计算模型。
为了保证岩体多尺度结构面的三维地质模型的准确性，在构建岩体多尺度结构面的三维地质模型时，首先，根据岩体多尺度结构面数据构建岩体多尺度结构面的初始三维地质模型；其次，采用递进式探测方法，获取隧道掘进过程中岩体大中尺度结构面参数；获取岩体的结构面产状信息；最后，通过岩体大中尺度结构面参数和岩体的结构面产状信息，对初始三维地质模型进行修正，获得最终的岩体多尺度结构面的三维地质模型。
在具体实施时，基于离差法、Log函数法、反正切函数法、标准差法 等方法对步骤1中获取的岩体多尺度结构面数据进行标准化处理，建立多尺度结构面、多类型数据源的标准化数据库。
基于工程的基本地形地貌等信息，引入建立的标准化数据库，导入EVS(Earth Volumetric Studio)软件中，建立涵盖多尺度结构面的岩体多尺度结构面的初始三维地质模型。
针对断层、层间错动、软弱夹层等大尺度结构面，采取地质勘查、综合物探与钻孔电视等递进式探测方法，动态获取形态、位置和规模等信息，依据探测精度的优先级，即根据探测方法的精细化程度逐渐对地质模型中大尺度结构面的空间位置及产状进行修正，例如对断层，先由遥感确定大致区域范围，再通过航空瞬变电磁确定断层层位、产状，通过物探或钻探最终确定断层的边界。
针对层面、节理裂隙等小尺度结构面，采取激光扫描、钻孔电视等方法，随隧道施工循环探测，获取包括倾角、倾向、迹长、间距和组数等的结构面产状信息，采用聚类分析方法获得各结构面区域的结构面优势组，基于结构面优势组，获得该结构面区域的产状参数，通过该产状参数对该结构面区域的小尺度结构面进行更新。
岩层内的节理裂隙错综复杂，因此需要统计学方法(聚类分析)获得占比最大的裂隙组，即为结构面优势组，基于这个组可以统计出岩层中能代表绝大部分节理裂隙的产状参数，即可作为该区域节理裂隙的数据。
对岩体多尺度结构面的初始三维地质模型进行网格剖分，建立隧道施工数值计算模型，网格可以为四面体或六面体。通过调整网格单元的大小，使结构面区域网格较稠密、非结构面的完整岩体区域结构面较稀疏。在根 据岩体大中尺度结构面参数和岩体的结构面产状信息，对初始三维地质模型进行实时修正时，对修正后模型的网格进行重剖分，获得更新后的数值计算模型。
S3：将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；在模拟过程中，获取施工机械的实时掘进参数；根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
其中，掘进参数与岩体物理力学参数间的关联模型，以施工机械的掘进参数为输入，以掘进点前方岩体的预测物理力学参数为输出，基于XGBoost模型构建获得，如图3所示。
施工机械可以为隧道施工现场所用的凿岩台车、TBM、盾构机等施工机械。
当施工机械为凿岩台车时，施工参数包括回转压力、推进压力、冲击压力、水压力和水流量。
当施工机械为TBM时，施工参数包括推进力、刀盘扭矩和刀盘转速。
当施工机械为盾构机时，施工参数包括推进力、刀盘扭矩、刀盘转速和工作舱压力。
获取已有的施工机械的施工参数及对应掘进点前方的岩体物理力学参数，作为训练数据，对构建的以施工机械的掘进参数为输入，以岩体的预测物理力学参数为输出的XGBoost模型进行训练，训练好的模型为掘进参数与岩体物理力学参数间的关联模型。
在隧道开挖数值模拟过程中，实时获取施工机械的掘进参数，将获取的施工机械的实时掘进参数输入掘进参数与岩体物理力学参数间的关联模型中，获得对应时刻掘进点前方岩体的预测物理力学参数。
将掘进点前方岩体的预测物理力学参数对构建的隧道施工数值计算模型中掘进点前方岩体的物理力学参数进行替换，实现对隧道施工数值计算模型的修正。
通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新时：
利用掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新，利用更新后模型进行隧道开挖数值模拟，获取数值模拟结果；
计算利用更新后模型获取的数值模拟结果与利用未更新的模型获取的数值模拟结果之间的差值；
当差值大于等于设定的误差阈值时，利用掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新；
当差值小于设定的误差阈值时，不对隧道施工数值计算模型进行更新。
确定隧道施工数值计算模型中物理力学参数是否通过掘进点前方岩体的预测物理力学参数进行更新的具体过程，如图4所示，分别计算如下三种工况，如图4所示：
①对隧道进行第i次开挖数值模拟后，获得第i次开挖掘进点前方岩体的预测物理力学参数B；
②利用物理力学参数为A时的隧道施工数值计算模型，进行第j次隧道开挖数值模拟，获得第j次数值模拟结果和第j次开挖掘进点前方岩体的 预测物理力学参数；
③通过第i次开挖掘进点前方岩体的预测物理力学参数B对隧道施工数值计算模型中的物理力学参数进行更新，使得更新后模型的物理力学参数为B，利用更新后模型进行第j次隧道开挖数值模拟，获得第j次数值模拟结果；
④计算③获取的数值模拟结果与②获取的数值模拟结果的差值，当该差值小于设定的误差阈值时，采用没有更新物理力学参数的模型进行下一次开挖的数值模拟，即采用物理力学参数为A时的隧道施工数值计算模型进行第j次隧道开挖数值模拟；如果差值大于等于设定的误差阈值，则采用第i次开挖掘进点前方岩体的预测物理力学参数B对隧道施工数值计算模型中的物理力学参数进行更新，采用更新后的模型进行第j次隧道开挖数值模拟；
⑤采用物理力学参数为A时的隧道施工数值计算模型，进行第k次隧道开挖数值模拟，获得第k次数值模拟结果和第k次开挖掘进点前方岩体的预测物理力学参数；
⑥通过第j次开挖掘进点前方岩体的预测物理力学参数B对隧道施工数值计算模型中的物理力学参数进行更新，使得更新后模型的物理力学参数为B，利用更新后模型进行第k次隧道开挖数值模拟，获得第k次数值模拟结果；
⑦计算⑤获取的数值模拟结果与⑥获取的数值模拟结果的差值，当该差值小于设定的误差阈值时，采用没有更新物理力学参数的模型进行下一次开挖的数值模拟，即采用物理力学参数为A时的隧道施工数值计算模型 进行第k次隧道开挖数值模拟；如果差值大于等于设定的误差阈值，则采用第j次开挖掘进点前方岩体的预测物理力学参数B对隧道施工数值计算模型中的物理力学参数进行更新，采用更新后的模型进行第k次隧道开挖数值模拟，继续计算后续开挖步。
通过将参数更新前和更新后的计算结果进行对比，分析计算结果的差异性。并设置了误差阈值，确定合理的前序计算步长以及岩体的物理力学参数更新标准，获取岩体物理力学参数更新最佳时机，既能保证隧道开挖数值模拟的准确性，又能保证隧道开挖数值模拟的时效性，而不用像传统方法，需在开挖完成或者有了较为完善的地质资料后才开展模拟。
本实施例公开的方法，在进行隧道开挖数值模拟时，考虑了岩体受结构面的影响产生的物理力学参数变化，通过获取实时掘进参数来预测获取掘进点前方岩体的预测物理力学参数，进而通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新，保证了隧道开挖数值模拟的准确性。且在构建隧道施工数值计算模型时，还对多尺度结构面进行了动态更新，保证构建的隧道施工数值计算模型能够更真实的模拟岩体，进一步的保证隧道开挖数值模拟的准确性。
实施例2
在该实施例中，公开了基于岩体结构面识别与力学参数预测的模拟系统，包括：
数据获取模块，用于获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；
模型构建模块，用于根据岩体多尺度结构面数据构建隧道施工数值计 算模型；
隧道开挖数值模拟模块，用于将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；在模拟过程中，获取施工机械的实时掘进参数；根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
实施例3
在该实施例中，公开了一种电子设备，包括存储器和处理器以及存储在存储器上并在处理器上运行的计算机指令，所述计算机指令被处理器运行时，完成实施例1公开的基于岩体结构面识别与力学参数预测的模拟方法所述的步骤。
实施例4
在该实施例中，公开了一种计算机可读存储介质，用于存储计算机指令，所述计算机指令被处理器执行时，完成实施例1公开的基于岩体结构面识别与力学参数预测的模拟方法所述的步骤。
最后应当说明的是：以上实施例仅用以说明本发明的技术方案而非对其限制，尽管参照上述实施例对本发明进行了详细的说明，所属领域的普通技术人员应当理解：依然可以对本发明的具体实施方式进行修改或者等同替换，而未脱离本发明精神和范围的任何修改或者等同替换，其均应涵盖在本发明的权利要求保护范围之内。

Claims (10)

  1. 基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，包括：
    获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；
    根据岩体多尺度结构面数据构建隧道施工数值计算模型；
    将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；
    在模拟过程中，获取施工机械的实时掘进参数；
    根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；
    通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
  2. 如权利要求1所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，根据岩体多尺度结构面数据构建岩体多尺度结构面的三维地质模型；
    对构建的三维地质模型进行网格剖分，构建获得隧道施工数值计算模型。
  3. 如权利要求2所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，构建三维地质模型的过程为：
    根据岩体多尺度结构面数据构建岩体多尺度结构面的初始三维地质模型；
    采用递进式探测方法，获取隧道掘进过程中岩体大中尺度结构面参数；
    获取岩体的结构面产状信息；
    通过岩体大中尺度结构面参数和岩体的结构面产状信息，对初始三维地质模型进行修正，获得最终的岩体多尺度结构面的三维地质模型。
  4. 如权利要求3所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，依据探测精度的优先级，对地质模型中大尺度结构面的空间位置及产状进行修正。
  5. 如权利要求3所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，采用聚类分析方法获得各结构面区域的结构面优势组，基于结构面优势组，获得该结构面区域的产状参数，通过该产状参数对该结构面区域的小尺度结构面进行更新。
  6. 如权利要求1所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，掘进参数与岩体物理力学参数间的关联模型基于XGBoost模型构建获得。
  7. 如权利要求1所述的基于岩体结构面识别与力学参数预测的模拟方法，其特征在于，通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新时：
    利用掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新，利用更新后模型进行隧道开挖数值模拟，获取数值模拟结果；
    计算利用更新后模型获取的数值模拟结果与利用未更新的模型获取的数值模拟结果之间的差值；
    当差值大于等于设定的误差阈值时，利用掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新；
    当差值小于设定的误差阈值时，不对隧道施工数值计算模型进行更新。
  8. 基于岩体结构面识别与力学参数预测的模拟系统，其特征在于，包括：
    数据获取模块，用于获取隧道施工处的岩体多尺度结构面数据和岩体物理力学参数；
    模型构建模块，用于根据岩体多尺度结构面数据构建隧道施工数值计算模型；
    隧道开挖数值模拟模块，用于将岩体物理力学参数输入隧道施工数值计算模型中，进行隧道开挖数值模拟；在模拟过程中，获取施工机械的实时掘进参数；根据施工机械的实时掘进参数和掘进参数与岩体物理力学参数的关联模型，获得掘进点前方岩体的预测物理力学参数；通过掘进点前方岩体的预测物理力学参数对隧道施工数值计算模型进行更新。
  9. 一种电子设备，其特征在于，包括存储器和处理器以及存储在存储器上并在处理器上运行的计算机指令，所述计算机指令被处理器运行时，完成权利要求1-7任一项所述的基于岩体结构面识别与力学参数预测的模拟方法的步骤。
  10. 一种计算机可读存储介质，其特征在于，用于存储计算机指令，所述计算机指令被处理器执行时，完成权利要求1-7任一项所述的基于岩体结构面识别与力学参数预测的模拟方法的步骤。
PCT/CN2024/099364 2023-07-06 2024-06-14 基于岩体结构面识别与力学参数预测的模拟方法及系统 Ceased WO2025007726A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202310825839.8A CN117113625A (zh) 2023-07-06 2023-07-06 基于岩体结构面识别与力学参数预测的模拟方法及系统
CN202310825839.8 2023-07-06

Publications (1)

Publication Number Publication Date
WO2025007726A1 true WO2025007726A1 (zh) 2025-01-09

Family

ID=88799109

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2024/099364 Ceased WO2025007726A1 (zh) 2023-07-06 2024-06-14 基于岩体结构面识别与力学参数预测的模拟方法及系统

Country Status (2)

Country Link
CN (1) CN117113625A (zh)
WO (1) WO2025007726A1 (zh)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN119801043A (zh) * 2025-03-13 2025-04-11 中铁建设集团华北工程有限公司 基于水平变形阶段化控制的地铁拓建施工方法
CN120315038A (zh) * 2025-03-26 2025-07-15 矿冶科技集团有限公司 一种岩体质量超前预测方法、装置、设备及存储介质
CN120562223A (zh) * 2025-07-31 2025-08-29 山东大学 一种适用于不同地质介质的突涌水模拟预测方法及系统

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117113625A (zh) * 2023-07-06 2023-11-24 山东大学 基于岩体结构面识别与力学参数预测的模拟方法及系统

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103559372A (zh) * 2013-11-20 2014-02-05 中铁十三局集团第一工程有限公司 隧道开挖施工断面大拱脚crd分层进尺动态分析方法及装置
CN114969897A (zh) * 2022-04-28 2022-08-30 中国水利水电第六工程局有限公司 Tbm施工中周边环境探测方法
CN115408926A (zh) * 2022-07-22 2022-11-29 北京交通大学 用于隧道掘进岩体参数预测的数据处理方法和装置
US20230144184A1 (en) * 2021-11-11 2023-05-11 Shandong University Advanced geological prediction method and system based on perception while drilling
CN117113625A (zh) * 2023-07-06 2023-11-24 山东大学 基于岩体结构面识别与力学参数预测的模拟方法及系统

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103559372A (zh) * 2013-11-20 2014-02-05 中铁十三局集团第一工程有限公司 隧道开挖施工断面大拱脚crd分层进尺动态分析方法及装置
US20230144184A1 (en) * 2021-11-11 2023-05-11 Shandong University Advanced geological prediction method and system based on perception while drilling
CN114969897A (zh) * 2022-04-28 2022-08-30 中国水利水电第六工程局有限公司 Tbm施工中周边环境探测方法
CN115408926A (zh) * 2022-07-22 2022-11-29 北京交通大学 用于隧道掘进岩体参数预测的数据处理方法和装置
CN117113625A (zh) * 2023-07-06 2023-11-24 山东大学 基于岩体结构面识别与力学参数预测的模拟方法及系统

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN119801043A (zh) * 2025-03-13 2025-04-11 中铁建设集团华北工程有限公司 基于水平变形阶段化控制的地铁拓建施工方法
CN120315038A (zh) * 2025-03-26 2025-07-15 矿冶科技集团有限公司 一种岩体质量超前预测方法、装置、设备及存储介质
CN120562223A (zh) * 2025-07-31 2025-08-29 山东大学 一种适用于不同地质介质的突涌水模拟预测方法及系统

Also Published As

Publication number Publication date
CN117113625A (zh) 2023-11-24

Similar Documents

Publication Publication Date Title
WO2025007726A1 (zh) 基于岩体结构面识别与力学参数预测的模拟方法及系统
CN113919196B (zh) 储层三维应力场模拟方法、模拟系统、终端、存储介质
CN113901681B (zh) 一种全寿命周期页岩气储层双甜点三维可压性评估方法
WO2023185734A1 (zh) 一种基于三维点云数据库的矿山数字模型建立方法
CN113239439B (zh) 盾构施工地表沉降预测系统及方法
CN114969884A (zh) 一种盾构隧道开挖过程及地表变形三维有限差分数值模拟方法
US20250165749A1 (en) Method of Predicting Tunnel Boring Machine (TBM) Jamming Based on Deep Neural Network and Numerical Simulation and System Thereof
CN110109895A (zh) 适用于tbm掘进隧道的围岩分级联合预测方法及应用
CN114139270B (zh) 一种基于数字孪生的近接工程建设荷载试验方法及系统
Li et al. Digital-twin-enabled JIT design of rock tunnel: methodology and application
CN109738940B (zh) 一种存在空区条件下的声发射/微震事件定位方法
CN111967079A (zh) 一种基于改进的人工蜂群算法与bp神经网络的基坑变形预测方法
CN117726182B (zh) 多阶段隧洞穿越困难地层突涌水灾害风险预测方法及系统
CN116797755B (zh) 一种构造混杂岩带多时空三维地质结构建模方法
CN115238564A (zh) 基于钻进参数和超欠挖结果自动匹配优化爆破参数的方法
CN111814298A (zh) 近水平钻孔轨迹约束下采煤工作面煤层迭代建模方法
CN106971425A (zh) 基于多面体网络模型的岩石块体群精细建模与识别方法
CN118643751B (zh) 一种基于单孔分区的多元线性回归地应力反演方法
CN115481565A (zh) 一种基于lstm和蚁群算法的土压平衡盾构机掘进参数预测方法
CN116398118A (zh) 一种基于水平井随钻跟踪快速成像处理方法
CN120316866A (zh) 一种隧道注浆方案智能化设计的方法及专家系统
CN105389451B (zh) 一种用于无人化采掘工作面的适时精准建模方法
CN112859194B (zh) 一种基于bim的地下洞室地质预报的方法
CN107945261A (zh) 一种地质钻孔测斜计算方法
CN119291803B (zh) 基于层次分析法的隧道超前地质预报方法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 24835209

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE