WO2024021907A1 - 一种隧道掘进爆破合理微差时间控制方法 - Google Patents

一种隧道掘进爆破合理微差时间控制方法 Download PDF

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WO2024021907A1
WO2024021907A1 PCT/CN2023/099346 CN2023099346W WO2024021907A1 WO 2024021907 A1 WO2024021907 A1 WO 2024021907A1 CN 2023099346 W CN2023099346 W CN 2023099346W WO 2024021907 A1 WO2024021907 A1 WO 2024021907A1
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blasting
vibration
differential
curve
parameters
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PCT/CN2023/099346
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English (en)
French (fr)
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高军
高宇馨
杨立云
林晓
张明
刘凯文
左小伟
周斌
王峰
许丹
王岭
王正一
温小凯
王永太
薛惠玲
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中铁十一局集团有限公司
中铁十一局集团第四工程有限公司
武九铁路客运专线湖北有限责任公司
中铁四局集团有限公司
安徽中铁工程技术服务有限责任公司
中国科学院武汉岩土力学研究所
中铁西南科学研究院有限公司
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Priority to US18/370,567 priority Critical patent/US11920472B2/en
Publication of WO2024021907A1 publication Critical patent/WO2024021907A1/zh

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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/28—Design optimisation, verification or simulation using fluid dynamics, e.g. using Navier-Stokes equations or computational fluid dynamics [CFD]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/04—Constraint-based CAD
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/10—Numerical modelling
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2113/00—Details relating to the application field
    • G06F2113/08—Fluids
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Definitions

  • the invention relates to the technical field of tunnel excavation and blasting, and in particular to a reasonable differential time control method for tunnel excavation and blasting.
  • Tunnels are key projects in highway and railway construction. With the development of railway construction and advancement of science and technology, tunnel excavation methods have developed rapidly. At present, differential blasting technology is widely used in various blasting projects. The main principle of differential blasting is to control adjacent blast holes to detonate one after another at a certain time interval, so that the blasting seismic waves generated by each blast hole interfere with each other, weaken the vibration speed of medium particles, and improve the utilization rate of blasting energy. With the development and use of high-precision detonators in recent years, the actual delay time between blasting holes can be more accurately close to the design value, making the differential blasting technology more effective and accurate in supporting various blasting projects to achieve the expected blasting effect. Compared with salvo blasting, differential blasting divides the total amount of explosives in one blast into multiple blasts. This can not only improve the blasting effect, but also reduce the harm of blasting vibration.
  • differential blasting is related to factors such as blasthole layout, surrounding rock and geological conditions, and the selection of differential time is the core of differential blasting design.
  • the design status of differential time is mostly selected based on engineering experience. In tunnel excavation projects, unsatisfactory blasting effects often occur. Therefore, how to consider reasonable differential time and its control method is of great significance.
  • the present invention provides a reasonable differential time control method for tunnel excavation blasting.
  • the blasting vibration curve is obtained, and is synthesized with the measured single-hole blasting vibration waveform.
  • Compare and analyze the coupling relationship between multi-dimensional blasting parameters with the vibration synthesis curve explore their correlation rules, further solve the optimal differential, and correlate the differential blasting control strategy, which can be applied to tunnel excavation projects, which is beneficial to controlling blasting vibration intensity and reducing blasting vibration intensity.
  • the harm of blasting vibration to buildings can be controlled by reasonable differential time.
  • a reasonable differential time control method for tunnel excavation and blasting including:
  • Step 1 Collect the physical and mechanical parameters of the rock in the tunnel excavation working face to establish a differential blasting model, and design blasting parameters in four different dimensions: charge quantity, number of holes, differential between holes, and differential between rows;
  • Step 2 Based on the differential blasting model, use blasting parameters to simulate the blasting process of the charge pack in the tunnel, and obtain the blasting vibration curve;
  • Step 3 Obtain the tunnel single-hole blasting vibration waveform, and use the vibration wave synthesis theory to solve the vibration synthesis curve;
  • Step 4 Compare the vibration synthesis curve and the blasting vibration curve to obtain the coupling relationship between blasting parameters
  • Step 5 Determine the optimal set of chemical quantity and hole number, determine the optimal differential based on the coupling relationship between blasting parameters, and then associate the differential blasting control strategy for control.
  • the physical and mechanical parameters include: rock density, uniaxial compression, Poisson's ratio and elastic modulus.
  • a differential blasting model including:
  • the size of the explosive model is 8cm ⁇ 12cm ⁇ 1000cm, and the size of the rock model is 5m ⁇ 10m ⁇ 15m;
  • the connecting surface of the explosive model uses symmetry plane constraints, and the side surfaces use non-reflective boundary conditions as constraints;
  • the top set constraints based on the vertical stress of the ground building.
  • the four different dimensional blasting parameters of chemical quantity, number of holes, difference between holes and difference between rows are obtained by using the response surface analysis method to obtain a combination of the four dimensions of blasting parameters.
  • step two includes:
  • the Lagrangian method is used to describe rocks and air, and the arbitrary Lagrangian Euler method is used to describe the movement of explosives;
  • the inviscid compressible fluid motion equation is used to describe the explosion flow field
  • the vibration velocities of multiple observation points on the differential blasting model are obtained, and numerical simulation calculations are performed to obtain the blasting vibration curve.
  • step three includes:
  • the waveform function obtained by fitting the single-hole blasting vibration waveform is:
  • the fitting function is extended to the time-wide waveform function as:
  • the curve fitting racing has fitting series control, and the value of is adjusted according to the waveform fitting accuracy.
  • step four includes:
  • the information gain is calculated on the decomposed vibration signal, and the coupling relationship matrix is obtained by using the information gain as the coupling coefficient.
  • step five includes:
  • step 2 Based on the blasting vibration curve in step 2, with the safe vibration speed as the constraint, a reasonable set of blasting parameters is selected, and combined with the size of the tunnel excavation face, the optimal set of single hole charge and hole number is determined;
  • the vibration synthesis curve corresponding to the optimal set of single hole dosage and hole number is retrieved, and reconstructed using the coupling relationship matrix to obtain the blasting fitting curve;
  • the differential blast control strategy includes:
  • the segmented differential blasting technology adopts interval charging in the blast hole, divides the explosive into two sections for charging, each charging section is equal in length, and uses a digital electronic detonator to detonate in sections with delayed detonation.
  • the lower charging section detonates faster than the upper charging section. Time delay 5-10ms;
  • the explosive diameter is smaller than the corresponding blast hole diameter, leaving a gap between the explosive and the blast hole wall, and the explosives are continuously loaded in the blast hole without leaving any gaps, and a digital electronic detonator is used for delayed detonation.
  • the invention provides a reasonable differential time control method for tunnel excavation blasting.
  • a blasting vibration curve is obtained, which is compared with the measured single-hole blasting vibration waveform.
  • the synthesized vibration synthesis curves are compared and analyzed to analyze the coupling relationship between multi-dimensional blasting parameters, explore their correlation rules, further solve the optimal differential, and correlate the differential blasting control strategy, which can be applied to tunnel excavation projects to control blasting vibration intensity. Reduce the harm of blasting vibration to buildings and achieve reasonable differential time control.
  • the invention provides a reasonable differential time control method for tunnel excavation and blasting. It establishes a differential blasting model by collecting physical and mechanical parameters, fully considering the applicability of the project, and setting constraints on the top according to the vertical stress of the ground building, taking into account the ground stress. Influence, the model has high fitting degree and strong applicability.
  • Figure 1 is a flow chart of a reasonable differential time control method for tunnel excavation and blasting in an embodiment provided by the present invention.
  • FIG 2 is a specific flow chart of step S150 shown in Figure 1 in the embodiment provided by the present invention.
  • connection can also be a detachable connection or an integral connection; it can be a mechanical connection; it can be a direct connection or an indirect connection through an intermediate medium; it can be an internal connection between two components.
  • connection can also be a detachable connection or an integral connection; it can be a mechanical connection; it can be a direct connection or an indirect connection through an intermediate medium; it can be an internal connection between two components.
  • a reasonable differential time control method for tunnel excavation and blasting includes:
  • Rock mass in nature is an anisotropic, discontinuous, and heterogeneous medium.
  • the typical rock granite is selected as the propagation medium, and an elastic-plastic material model is used.
  • some physical and mechanical parameters of the rock need to be passed.
  • the properties of materials in the model are described, where the physical and mechanical parameters include: rock density, uniaxial compression, Poisson's ratio and elastic modulus.
  • the collected rock samples were processed according to the experimental methods specified in the "Recommended Methods for Rock Mechanics Testing" and the industry standard “Rock Testing Procedures for Water conserveancy and Hydropower Engineering (SL26-2001)". , by measuring the size and mass of each sample to calculate the Poisson's ratio and density of each sample, and the mechanical parameters of the rock mass were measured using the RMT-150C rock mechanics test loading system.
  • the differential blasting model is established by first using ANSYS software to build a material model composed of explosives, rocks and air.
  • the explosive model size is 8cm ⁇ 12cm ⁇ 1000cm, and the rock model size is 5m ⁇ 10m ⁇ 15m.
  • the interface of the explosive model is Symmetry plane constraints, non-reflective boundary conditions are used as constraints on the side, and constraints are set on the top according to the vertical stress of the ground building.
  • a rock model is used to establish a differential blasting model by collecting physical and mechanical parameters, fully considering the applicability of the project, and setting constraints on the top according to the vertical stress of the ground building, taking into account the influence of ground stress, the model High fitting degree and strong applicability.
  • the physical and mechanical model of the physical process of blasting and the rock breaking mechanism it is possible to determine the improvement of the differential blasting crushing effect and the superposition of stress waves, giving full play to the role of explosive gas, and the generation of new free surfaces and reflections. Stretch wave-enhanced breakage is uniform. The crushing effect on the medium is further strengthened.
  • the Lagrangian method is used to describe rocks and air, and the arbitrary Lagrangian Euler method is used to describe the movement of explosives;
  • the inviscid compressible fluid motion equation is used to describe the explosion flow field
  • the vibration velocities of multiple observation points on the differential blasting model are obtained, and numerical simulation calculations are performed to obtain the blasting vibration curve.
  • the waveform function obtained by fitting the single-hole blasting vibration waveform is:
  • the fitting function is extended to the time-wide waveform function as:
  • represents time represents the fitting coefficient
  • the curve fitting racing has fitting series control, and the value of is adjusted according to the waveform fitting accuracy.
  • represents the global waveform fitting function represents the waveform truncation time, represents the th sampling value, and represents the total number of sampling points.
  • Linear superposition calculation is performed based on the four-dimensional blasting parameter combination to obtain the vibration composite curve.
  • the four-dimensional blasting parameter combination includes: blasting in four different dimensions: charge quantity, number of holes, difference between holes and difference between rows. parameter.
  • a four-dimensional blasting parameter model is used for linear superposition to specifically embody and clearly illustrate different blasting methods and plans, and parameters corresponding to various indicators of drilling and blasting technology are used.
  • various parameters such as drilling (eye) parameters (hole network parameters), that is, hole (eye) depth, hole (eye) diameter, row spacing (minimum resistance line) and hole (eye) distance; charging parameters, such as Charge length, charge package diameter and density, interval charge, etc. are used to describe the specific form of charge; explosion parameters include the number of detonation stages, time difference between stages, detonation length and blasting range; parameters with one dimension include Charge coefficient, non-coupling coefficient, hole (hole) density coefficient; relative power coefficient, and management-related parameters.
  • Different blasting methods have corresponding parameters. When designing blasting, strive to be reasonable and reliable in parameter design or selection to achieve matching and achieve good blasting effects.
  • the vibration synthesis curve and the blasting vibration curve are modally decomposed, and then the information gain is calculated on the decomposed vibration signal.
  • the information gain is used as the coupling coefficient to obtain the coupling relationship matrix.
  • the information gain that is, the coupling coefficient
  • the vibration composite curve information component set represents the blasting vibration curve information component
  • differential blasting control strategy includes:
  • a preferred implementation is,.
  • the segmented differential blasting technology adopts interval charging in the blast hole.
  • the explosive is divided into two sections for loading. Each section is equal in length.
  • a digital electronic detonator is used for segmented delayed detonation.
  • the lower charging section has a delayed detonation time compared with the upper charging section. 5-10ms; in the continuous charging differential blasting process, the explosive diameter is smaller than the corresponding blast hole diameter, leaving a gap between the explosive and the blast hole wall, and the explosives are continuously loaded in the blast hole without leaving any intervals, and a digital electronic detonator delay is used Detonate.
  • the segmented differential blasting process uses digital electronic detonators to accurately control the differential time of segmented blasting in the hole.
  • the differential between holes and the differential between rows is large or small, the upper charging section and the lower charging section are The tiny delayed detonation provides a free surface for surrounding rocks, which can greatly reduce blasting vibration.
  • the continuous charging difference blasting process is used to fully blast the explosive and improve the energy utilization rate.
  • the present invention simulates the blasting process of the charge pack in the tunnel to obtain the blasting vibration curve, and compares it with the vibration composite curve synthesized from the measured single-hole blasting vibration waveform to analyze the coupling relationship between multi-dimensional blasting parameters. , explore its correlation rules, further solve the optimal differential, and correlate the differential blasting control strategy, which can be applied to tunnel excavation projects to control the intensity of blasting vibration, reduce the harm of blasting vibration to buildings, and achieve reasonable differential time control.
  • the present invention fully considers the applicability of the project by collecting physical and mechanical parameters for modeling. The top set constraint conditions according to the vertical stress of the ground building and considers the influence of ground stress.
  • the model has high fitting degree and strong applicability.

Abstract

本发明公开了一种隧道掘进爆破合理微差时间控制方法，包括步骤一、采集隧道掘进工作面岩石的物理力学参数，以建立微差爆破模型，并设计药量、孔数、孔间微差和排间微差四个不同维度爆破参数；步骤二、基于微差爆破模型，利用爆破参数仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线；步骤三、获取隧道单孔爆破振动波形图，利用振动波合成理论，求解振动合成曲线；步骤四、比较振动合成曲线和所述爆破振动曲线，得到爆破参数之间的耦合关系；步骤五、确定药量和孔数的最优组，基于爆破参数之间的耦合关系，确定最优微差，进而关联微差爆破控制策略进行控制，应用于隧道挖掘工程，能够降低掏槽爆破的振动强度，实现微差爆破控制精准化和智能化。

Description

一种隧道掘进爆破合理微差时间控制方法 技术领域
本发明涉及隧道掘进爆破技术领域，特别涉及一种隧道掘进爆破合理微差时间控制方法。
背景技术
隧道是公路、铁路等建设的重点和关键工程。随着铁路建设的发展和科技的进步，隧道开挖方法得到了迅猛发展。目前，各类爆破工程中都大量的使用到微差爆破技术。微差爆破的主要原理是控制相邻炮孔按一定时间间隔先后起爆，使各炮孔产生的爆破地震波相互干涉，减弱介质质点的振速，提高爆破能量利用率。伴随着近些年来高精度雷管的研发使用，爆破炮孔间实际延期时间能够更精确贴近设计值，使得微差爆破技术能更有效、更精确的支持各项爆破工程达到预期的爆破效果，相比于齐发爆破，微差爆破是将一次爆破的总药量分成多次爆破，这样做不仅能提高爆破效果，而且降低了爆破振动危害。
微差爆破的效果与炮孔布置、围岩和地质条件等因素有关，而微差时间的选取更是微差爆破设计的核心所在。多年来，在隧道微差爆破设计中合理延迟间隔的研究较少，微差时间的设计现状多是依靠工程经验选取，在隧道掘进工程中，往往会出现爆破效果不理想的情况。因此，如何考虑合理微差时间及其控制方法具有重要的意义。
发明内容
本发明提供了一种隧道掘进爆破合理微差时间控制方法，通过建立微差爆破模型，仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线，并与实测单孔爆破振动波形图合成的振动合成曲线进行比较分析多维度爆破参数间的耦合关系，探索其关联规律，进一步求解最优微差，并关联微差爆破控制策略，可应用于隧道挖掘工程，有利于控制爆破振动强度，降低爆破振动对建筑物的危害，实现合理微差时间控制。
本发明的技术方案为：
一种隧道掘进爆破合理微差时间控制方法，包括：
步骤一、采集隧道掘进工作面岩石的物理力学参数，以建立微差爆破模型，并设计药量、孔数、孔间微差和排间微差四个不同维度爆破参数；
步骤二、基于微差爆破模型，利用爆破参数仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线；
步骤三、获取隧道单孔爆破振动波形图，利用振动波合成理论，求解振动合成曲线；
步骤四、比较振动合成曲线和爆破振动曲线，得到爆破参数之间的耦合关系；
步骤五、确定药量和孔数的最优组，基于爆破参数之间的耦合关系，确定最优微差，进而关联微差爆破控制策略进行控制。
优选的是，物理力学参数包括：岩石密度、单轴压缩、泊松比和弹性模量。
优选的是，建立微差爆破模型，包括：
利用ANSYS软件构建炸药、岩石以及空气组成材料模型；
炸药模型尺寸为8cm×12cm×1000cm，岩石模型尺寸为5m×10m×15m；
炸药模型相接面采用对称面约束条件，侧面采用无反射边界条件作为约束条件；
顶部根据地面建筑物垂直应力设置约束条件。
优选的是，药量、孔数、孔间微差和排间微差四个不同维度爆破参数，采用响应面分析法得到四个维度爆破参数的组合。
优选的是，步骤二包括：
采用拉格朗日法描述岩石及空气，任意拉格朗日欧拉方法描述炸药运动；
采用无粘性可压缩流体运动方程来描述爆炸流场；
获取微差爆破模型上的多个观测点的振速，并进行数值模拟计算，得到爆破振动曲线。
优选的是，步骤三包括：
单孔爆破振动波形图拟合得到波形函数为：
；
根据单孔波形截断时间，将拟合函数扩展至时间全域波形函数为：
；
其中，表示单孔波形拟合函数，表示时间，表示拟合系数，表示基频，表示拟合级数，曲线拟合竞速有拟合级数控制，的取值根据波形拟合精度进行调整，表示全域波形拟合函数，表示波形截断时间；
根据四个维度爆破参数组合进行线性叠加计算，得到振动合成曲线。
优选的是，步骤四包括：
对振动合成曲线和爆破振动曲线进行模态分解；
对分解后的振动信号进行信息增益计算，以信息增益作为耦合系数，得到耦合关系矩阵。
优选的是，步骤五包括：
基于步骤二中的爆破振动曲线，以安全振速作为约束条件，筛选出合理爆破参数集，结合隧道掘进工作面大小，确定单孔药量和孔数的最优组；
调取单孔药量和孔数的最优组对应的振动合成曲线，并利用所述耦合关系矩阵进行重构，得到爆破拟合曲线；
根据半个主振波形周期效应相减的干扰降震理论，分析不同孔间微差和排间微差组合下爆破振动衰减规律，确定最优微差，并根据最优微差确定微差爆破控制策略。
优选的是，微差爆破控制策略包括：
当时，采取分段微差爆破工艺；
当时，采取连续装药微差爆破工艺。
优选的是，分段微差爆破工艺炮孔内采用间隔装药，将炸药分成两段装填，每段装药长度相等，采用数码电子雷管分段延时起爆，下部装药段比上部装药段起爆时间延迟5-10ms；
连续装药微差爆破工艺炸药直径小于对应的炮孔直径，炸药与炮孔壁之间留有间隙，且炸药在炮孔内连续装填，不留间隔，采用数码电子雷管延时起爆。
本发明的有益效果是：
1、本发明提供的一种隧道掘进爆破合理微差时间控制方法，通过建立微差爆破模型，仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线，并与实测单孔爆破振动波形图合成的振动合成曲线进行比较分析多维度爆破参数间的耦合关系，探索其关联规律，进一步求解最优微差，并关联微差爆破控制策略，可应用于隧道挖掘工程，能够控制爆破振动强度，降低爆破振动对建筑物的危害，实现合理微差时间控制。
2、本发明提供的一种隧道掘进爆破合理微差时间控制方法，通过采集物理力学参数建立微差爆破模型，充分考虑工程的适用性，顶部根据地面建筑物垂直应力设置约束条件，考虑地面应力影响，模型的拟合度高，适用性强。
附图说明
图1为本发明提供的实施例中一种隧道掘进爆破合理微差时间控制方法流程图。
图2为本发明提供的实施例中图1所示步骤S150的具体流程图。
具体实施方式
以下由特定的具体实施例说明本发明的实施方式，熟悉此技术的人士可由本说明书所揭露的内容轻易地了解本发明的其他优点及功效，显然，所描述的实施例是本发明一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
需要说明的是，在本发明的描述中，术语“中”、“上”、“下”、“横”、“内”等指示的方向或位置关系的术语是基于附图所示的方向或位置关系，这仅仅是为了便于描述，而不是指示或暗示装置或元件必须具有特定的方位、以特定的方位构 造和操作，因此不能理解为对本发明的限制。此外，术语“第一”、“第二”仅用于描述目的，而不能理解为指示或暗示相对重要性。
此外，还需要说明的是，在本发明的描述中，除非另有明确的规定和限定，术语“设置”、“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域技术人员而言，可根据具体情况理解上述术语在本发明中的具体含义。
如图1所示，一种隧道掘进爆破合理微差时间控制方法，包括：
S110、采集隧道掘进工作面岩石的物理力学参数，以建立微差爆破模型，并设计药量、孔数、孔间微差和排间微差四个不同维度爆破参数。
自然界中岩体为各向异性、非连续、非均质的介质，在本实施例中选用典型岩石花岗岩为传播介质，采用弹塑性材料模型，在模型建立过程中需要通过一些岩石的物理力学参数进行描述模型中材料的性质，其中，物理力学参数包括：岩石密度、单轴压缩、泊松比和弹性模量。为了获取模型所需实验参数，对采集的岩样试样参照《岩石力学试验建议方法》及行业标准《水利水电工程岩石试验规程(SL26—2001)》等资料规定的实验方法进行了试样加工，通过对每个试样进行尺寸和质量的测量分别计算各试样的泊松比及密度，岩体的力学参数利用RMT-150C型岩石力学试验加载系统进行测定。
微差爆破模型的建立方式为，首先利用ANSYS软件构建炸药、岩石以及空气组成材料模型，其中,炸药模型尺寸为8cm×12cm×1000cm，岩石模型尺寸为5m×10m×15m炸药模型相接面采用对称面约束条件，侧面采用无反射边界条件作为约束条件，顶部根据地面建筑物垂直应力设置约束条件。
具体的说，在此实施例中，采用岩石模型，通过采集物理力学参数建立微差爆破模型，充分考虑工程的适用性，顶部根据地面建筑物垂直应力设置约束条件，考虑地面应力影响，模型的拟合度高，适用性强。在本实施例中，从爆破作用的物理过程及破岩机理分析简历物理力学模型，能够确定微差爆破破碎效果的改善与应力波叠加、充分发挥爆炸气体的作用，与产生新自由面、反射拉伸波增强破碎是统一的。更加强了对介质的破碎作用。
S120、基于微差爆破模型，利用爆破参数仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线。
采用拉格朗日法描述岩石及空气，任意拉格朗日欧拉方法描述炸药运动；
采用无粘性可压缩流体运动方程来描述爆炸流场；
获取微差爆破模型上的多个观测点的振速，并进行数值模拟计算，得到爆破振动曲线。
S130、获取隧道单孔爆破振动波形图，利用振动波合成理论，求解振动合成曲线。
具体包括：
单孔爆破振动波形图拟合得到波形函数为：
；
各参数的计算方式为：
；
；
；
；
根据单孔波形截断时间，将拟合函数扩展至时间全域波形函数为：
；
其中，表示单孔波形拟合函数，表示时间，表示拟合系数，表示基频，表示拟合级数，曲线拟合竞速有拟合级数控制，的取值根据波形拟合精度进行调整，表示全域波形拟合函数，表示波形截断时间，表示第个采样值，表示总采样点数。
根据四个维度爆破参数组合进行线性叠加计算，得到振动合成曲线，具体的说，四个维度爆破参数组合包括：计药量、孔数、孔间微差和排间微差四个不同维度爆破参数。
具体的说，在本实施例中，采用四个维度爆破参数模型进行线性叠加，具体体现和确切说明不同爆破方法和方案，采用对应钻爆技术的各项指标的参量。包括各种参数，如钻孔(眼)参数(孔网参数)，即孔(眼)深、孔(眼)径、排距(最小抵抗线)与孔(眼)距；装药参数，如装药长度、药包直径和密度、间隔装药等，用以说明装药的具体形式；爆炸参数，有起爆段数、各段时差、传爆长度及爆破范围；量纲为一的参数，有装药系数、不偶合系数、炮孔(眼)密集系数；相对威力系数，以及与管理有关的参数。不同的爆破方法有与之对应的参数。作爆破设计时，对参数设计或选择力求合理与可靠，以达到匹配而导致取得良好的爆破效果。
S140、比较振动合成曲线和爆破振动曲线，得到爆破参数之间的耦合关系。
首先对振动合成曲线和爆破振动曲线进行模态分解，之后对分解后的振动信号进行信息增益计算，以信息增益作为耦合系数，得到耦合关系矩阵。
其中，耦合系数的计算公式为：
；
其中，表示信息增益即耦合系数，表示振动合成曲线信息分量集，表示爆破振动曲线信息分量，表示的第个分量状态时，的第个分量状态的概率，信息增益越小，则耦合关系越强。
S150、确定药量和孔数的最优组，基于爆破参数之间的耦合关系，确定最优微差，进而关联微差爆破控制策略进行控制。
具体包括：
S151、基于步骤120中的爆破振动曲线，以安全振速作为约束条件，筛选出合理爆破参数集，结合隧道掘进工作面大小，确定单孔药量和孔数的最优组；
S152、调取单孔药量和孔数的最优组对应的振动合成曲线，并利用所述耦合关系矩阵进行重构，得到爆破拟合曲线；
S153、根据半个主振波形周期效应相减的干扰降震理论，分析不同孔间微差和排间微差组合下爆破振动衰减规律，确定最优微差，并根据最优微差确定微差爆破控制策略。
一个优选的实施方式是，微差爆破控制策略包括：
当时，采取分段微差爆破工艺；
当时，采取连续装药微差爆破工艺。
一个优选的实施方式为，。
其中，分段微差爆破工艺炮孔内采用间隔装药，将炸药分成两段装填，每段装药长度相等，采用数码电子雷管分段延时起爆，下部装药段比上部装药段起爆时间延迟5-10ms；连续装药微差爆破工艺炸药直径小于对应的炮孔直径，炸药与炮孔壁之间留有间隙，且炸药在炮孔内连续装填，不留间隔，采用数码电子雷管延时起爆。
分段微差爆破工艺采用数码电子雷管精确控制孔内分段爆破的微差时间，在孔间微差和排间微差较大或者较小的时候，通过上部装药段和下部装要段的微小延时起爆为周边岩石提供临空面，可以大大减小爆破振动。当孔间微差和排间微差差异较大的时候，采用连续装药微差爆破工艺，使炸药充分爆破，提高能量利用率。
为验证本申请实施例的效果，采用如下实验进行效果评价：
具体包括：建立24个爆破实验区，总孔数1562个(水孔424个，干孔1141个)爆破总量154.2万吨，工业爆破方法与采用本实施例进行爆破的爆破振动强度对比如表1所示。
表1爆破振动速度对比表爆破振动速度(cm/s)爆破源距离(m)孔药量(kg)炮眼深度(m/s)延时(ms)工业爆破方法3.2 0.6 0.9 2.5 650本实施例方法0.8 0.6 0.8 2.5 190
从表1可知，本发明实施例中提供的技术方案，至少具有如下技术效果或优点：
本发明通过建立微差爆破模型，仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线，并与实测单孔爆破振动波形图合成的振动合成曲线进行比较分析多维度爆破参数间的耦合关系，探索其关联规律，进一步求解最优微差，并关联微差爆破控制策略，可应用于隧道挖掘工程，能够控制爆破振动强度，降低爆破振动对建筑物的危害，实现合理微差时间控制。本发明通过采集物理力学参数建模，充分考虑工程的适用性，顶部根据地面建筑物垂直应力设置约束条件，考虑地面应力影响，模型的拟合度高，适用性强。
以上内容仅是本发明的实施例，方案中公知的具体结构及特性等常识在此未作过多描述，本领域技术人员容易理解的是，本发明的保护范围显然不局限于这些具体实施方式。在不脱离本发明的前提下，还可以作出若干变形和改进，这些也应该视为本发明的保护范围，这些都不会影响本发明实施的效果和专利的实用性。

Claims (8)

  1. 一种隧道掘进爆破合理微差时间控制方法，其特征在于，包括：
    步骤一、采集隧道掘进工作面岩石的物理力学参数，以建立微差爆破模型，并设计药量、孔数、孔间微差和排间微差四个不同维度爆破参数；
    步骤二、基于所述微差爆破模型，利用所述爆破参数仿真模拟药包在隧道内的爆破过程，得到爆破振动曲线；
    步骤三、获取隧道单孔爆破振动波形图，利用振动波合成理论，求解振动合成曲线；
    步骤四、比较所述振动合成曲线和所述爆破振动曲线，得到所述爆破参数之间的耦合关系；
    对所述振动合成曲线和所述爆破振动曲线进行模态分解；
    对分解后的振动信号进行信息增益计算，以所述信息增益作为耦合系数，得到耦合关系矩阵；
    步骤五、根据步骤二中的爆破振动曲线，以安全振速作为约束条件，筛选出合理爆破参数集，结合隧道掘进工作面大小，确定药量和孔数的最优组；
    调取单孔药量和孔数的最优组对应的振动合成曲线，并利用所述耦合关系矩阵进行重构，得到爆破拟合曲线；
    根据半个主振波形周期效应相减的干扰降震理论，分析不同孔间微差和排间微差组合下爆破振动衰减规律，确定最优微差，并根据最优微差确定微差爆破控制策略。
  2. 如权利要求1所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述物理力学参数包括：岩石密度、单轴压缩、泊松比和弹性模量。
  3. 如权利要求2所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述建立微差爆破模型，包括：
    利用ANSYS软件构建炸药、岩石以及空气组成材料模型；
    炸药模型尺寸为8cm×12cm×1000cm，岩石模型尺寸为5m×10m×15m；
    所述炸药模型相接面采用对称面约束条件，侧面采用无反射边界条件作为约束条件；
    顶部根据地面建筑物垂直应力设置约束条件。
  4. 如权利要求3所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述药量、孔数、孔间微差和排间微差四个不同维度爆破参数，采用响应面分析法得到所述四个维度爆破参数的组合。
  5. 如权利要求4所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述步骤二包括：
    采用拉格朗日法描述岩石及空气，任意拉格朗日欧拉方法描述炸药运动；
    采用无粘性可压缩流体运动方程来描述爆炸流场；
    获取所述微差爆破模型上的多个观测点的振速，并进行数值模拟计算，得到爆破振动曲线。
  6. 如权利要求5所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述步骤三包括：
    单孔爆破振动波形图拟合得到波形函数为：
    ；
    根据单孔波形截断时间，将拟合函数扩展至时间全域波形函数为：
    ；
    其中，表示单孔波形拟合函数，表示时间，表示拟合系数，表示基频，表示拟合级数，曲线拟合计算由拟合级数控制，的取值根据波形拟合精度进行调整，表示全域波形拟合函数，表示波形截断时间；
    根据所述四个维度爆破参数组合进行线性叠加计算，得到振动合成曲线。
  7. 如权利要求6所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述微差爆破控制策略包括：
    当时，采取分段微差爆破工艺；
    当时，采取连续装药微差爆破工艺。
  8. 如权利要求7所述的隧道掘进爆破合理微差时间控制方法，其特征在于，所述分段微差爆破工艺炮孔内采用间隔装药，将炸药分成两段装填，每段装药长度相等，采用数码电子雷管分段延时起爆，下部装药段比上部装药段起爆时间延迟5-10ms；
    所述连续装药微差爆破工艺炸药直径小于对应的炮孔直径，炸药与炮孔壁之间留有间隙，且炸药在炮孔内连续装填，不留间隔，采用数码电子雷管延时起爆。
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