CN110704963A - A fast method to optimize the tunneling parameters of earth pressure balance shield machine - Google Patents

A fast method to optimize the tunneling parameters of earth pressure balance shield machine Download PDF

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CN110704963A
CN110704963A CN201910871045.9A CN201910871045A CN110704963A CN 110704963 A CN110704963 A CN 110704963A CN 201910871045 A CN201910871045 A CN 201910871045A CN 110704963 A CN110704963 A CN 110704963A
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李彤
韩爱民
施烨辉
徐成华
汤国毅
程荷兰
王建军
苏明
王金铭
李闯
李璇
翟维骏
张心远
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Nanjing Kentop Civil Engineering Technology Co ltd
Nanjing Tech University
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Abstract

本发明涉及一种优化土压平衡式盾构机掘进参数的快速方法,属地下隧道工程施工技术领域。为定量优化土压平衡式盾构机掘进参数,以掘进效率作为最优化分析目标函数,通过对实测数据进行符号回归和线性回归,得到有限样本下的掘进效率预测方程。通过计算有限样本下的掘进效率预测方程系数随掘进地层饱和单轴抗压强度变化的连续函数,得到适用于土压平衡式盾构掘进硬质岩的掘进效率预测方程。进而通过分步取点法在给定定义域内进行最优化计算,结合对掘进速率的校核,得到适用于掘进硬质岩的土压平衡式盾构机优化掘进参数。本发明基于工程勘察资料和施工数据,计算过程简明,方法合理,实用性强,可以有效提高土压平衡式盾构机的掘进效率。

Figure 201910871045

The invention relates to a fast method for optimizing the excavation parameters of an earth pressure balance shield machine, and belongs to the technical field of underground tunnel engineering construction. In order to quantitatively optimize the tunneling parameters of the earth pressure balance shield machine, the tunneling efficiency is used as the objective function of optimization analysis, and the prediction equation of tunneling efficiency under limited samples is obtained by performing symbolic regression and linear regression on the measured data. By calculating the continuous function of the coefficient of the tunneling efficiency prediction equation with the variation of the saturated uniaxial compressive strength of the tunneled stratum under the finite sample, the tunneling efficiency prediction equation suitable for the earth pressure balanced shield tunneling in hard rock is obtained. Furthermore, through the step-by-step point-taking method to carry out the optimization calculation in a given definition domain, combined with the check of the driving rate, the optimal driving parameters of the earth pressure balance shield machine suitable for driving hard rock are obtained. Based on engineering survey data and construction data, the invention has the advantages of concise calculation process, reasonable method and strong practicability, and can effectively improve the tunneling efficiency of the earth pressure balance type shield machine.

Figure 201910871045

Description

一种优化土压平衡式盾构机掘进参数的快速方法A fast method to optimize the tunneling parameters of earth pressure balance shield machine

技术领域technical field

本发明属于全断面隧道掘进机掘进参数优化技术领域,特别涉及一种优化土压平衡式盾构机掘进参数的快速方法。The invention belongs to the technical field of tunneling parameter optimization of a full-section tunnel boring machine, and particularly relates to a fast method for optimizing the tunneling parameters of an earth pressure balance shield machine.

背景技术Background technique

1)一种硬岩掘进机的掘进效率预测方法(申请号:201610755946.8)该方法未给出掘进效率的具体定义,且将掘进效率的影响因素限定为五类地质特征,没有考虑其他掘进参数对掘进效率的影响。1) A method for predicting the driving efficiency of a hard rock roadheader (application number: 201610755946.8) The method does not provide a specific definition of the driving efficiency, and the influencing factors of the driving efficiency are limited to five types of geological features, and other driving parameters are not considered. The effect of tunneling efficiency.

2)TBM掘进参数优化方法(申请号:201910231527.8)该方法以最小比能耗为目标函数,功函数的积分变量均为位移及转角,力和扭矩方程只能通过既有实测值得到折线方程,无法对未掘进区域进行预测和提前优化。2) TBM tunneling parameter optimization method (application number: 201910231527.8) This method takes the minimum specific energy consumption as the objective function, the integral variables of the work function are displacement and rotation angle, and the force and torque equations can only be obtained through the existing measured values. Unexplored areas cannot be predicted and optimized ahead of time.

3)复合地层情况下盾构掘进参数的优化方法(申请号:201610003385.6)和4)《复合地层下盾构掘进速率模型的建立与优化》(李杰,付柯,郭京波,et al.复合地层下盾构掘进速率模型的建立与优化[J].现代隧道技术,2017(3).)在适用性和计算原理上存在局限。适用性方面,掘进速率预测方程仅适用于一种地层,当地层条件改变时方程不再同等适用。计算原理方面,对比文献3)分别对掘进速率和刀盘扭矩进行优化,但没有进行掘进速率和刀盘扭矩的耦合优化,即掘进速率最优值所对应的掘进参数组和刀盘扭矩最优值对应的掘进参数组不相同,没有给出最终的、综合考虑掘进速率和刀盘扭矩的优化结论;对比文献4)单纯以掘进速率为优化对象而没有考虑设备损耗和负载能力的制约。此外,对比文献3)和对比文献4)的约束条件没有给出明确的计算公式,难以通过K-T法进行求解。3) Optimization method of shield tunneling parameters in the case of composite strata (application number: 201610003385.6) and 4) "Establishment and optimization of shield tunneling rate model under composite stratum" (Li Jie, Fu Ke, Guo Jingbo, et al. Composite strata The establishment and optimization of the tunneling rate model of the lower shield[J].Modern Tunnel Technology, 2017(3).) There are limitations in applicability and calculation principles. In terms of applicability, the driving rate prediction equation is only applicable to one type of formation, and the equation is no longer equally applicable when the formation conditions change. In terms of calculation principle, compared with reference 3), the driving rate and the cutter head torque are optimized respectively, but the coupling optimization of the driving rate and the cutter head torque is not carried out, that is, the driving parameter group corresponding to the optimal value of the driving rate and the optimal cutter head torque are not carried out. The tunneling parameter groups corresponding to the values are not the same, and the final optimization conclusion that comprehensively considers the tunneling rate and cutterhead torque is not given. Compare with reference 4) simply take the tunneling rate as the optimization object without considering the constraints of equipment loss and load capacity. In addition, the constraints of reference 3) and reference 4) do not give a clear calculation formula, which is difficult to solve by the K-T method.

5)《复杂富水地层下盾构机掘进速率模型建立与参数优化》(王强.复杂富水地层下盾构机掘进速度模型建立与参数优化[J].水利规划与设计,2019(08):73-78.)以掘进速率为单一最优化目标函数,没有考虑设备负载能力和损耗对掘进效率的制约,而且掘进速率预测方程只适用于一种地层,在适用性和原理正确性上存在局限。此外,对比文献5)以局部优化法进行最优化计算,计算结果受初值的设定影响极大,导致工程适用性低。5) "Establishment of shield tunneling rate model and parameter optimization under complex water-rich strata" (Wang Qiang. Establishment of shield tunneling speed model and parameter optimization under complex water-rich strata [J]. Water Conservancy Planning and Design, 2019(08) :73-78.) Taking the tunneling rate as a single optimization objective function, the constraints of equipment load capacity and loss on tunneling efficiency are not considered, and the tunneling rate prediction equation is only applicable to one kind of formation, which exists in the applicability and the correctness of the principle. limited. In addition, compared with reference 5), the local optimization method is used for the optimization calculation, and the calculation result is greatly affected by the setting of the initial value, resulting in low engineering applicability.

发明内容SUMMARY OF THE INVENTION

为了克服上述现有技术的缺陷,本发明提出了一种优化土压平衡式盾构机掘进参数的快速方法,为定量优化土压平衡式盾构机掘进参数,将掘进速率与刀盘扭矩之比,作为最优化分析目标函数,具体包括如下步骤:In order to overcome the above-mentioned defects of the prior art, the present invention proposes a fast method for optimizing the excavation parameters of the earth pressure balance shield machine. As the optimization analysis objective function, it includes the following steps:

步骤一、建立掘进效率统计样本Step 1. Establish a statistical sample of driving efficiency

定义掘进效率β为掘进速率v除以刀盘扭矩T,如式(1)。T直接反映设备运转状态,β体现了掘进速率与刀盘驱动电机负载能力之间的关系。The driving efficiency β is defined as the driving rate v divided by the cutter head torque T, as shown in formula (1). T directly reflects the operating state of the equipment, and β reflects the relationship between the driving rate and the load capacity of the cutter head drive motor.

Figure BDA0002202823160000021
Figure BDA0002202823160000021

结合隧道试掘进时盾构机自动记录的掘进参数和既往工程的掘进参数数据,将同一时刻实测得到的掘进速率v、刀盘扭矩T、有效推力F、土仓压力p、刀盘转速n作为同一组掘进参数。统计试掘进阶段内各记录时刻的β、F、p、n作为掘进效率统计样本。Combined with the excavation parameters automatically recorded by the shield machine during tunnel trial excavation and the excavation parameter data of previous projects, the excavation rate v, cutter head torque T, effective thrust F, soil bin pressure p, cutter head speed n measured at the same time are taken as The same set of excavation parameters. The β, F, p, and n of each recording time in the trial excavation stage are counted as the excavation efficiency statistical samples.

步骤二通过符号回归和线性回归得到针对有限样本的掘进效率预测方程Step 2: Obtain the prediction equation of driving efficiency for finite samples through symbolic regression and linear regression

对地层饱和单轴抗压强度Rc不同的各地层中盾构机的掘进效率β分别进行符号回归,将在后台运行符号回归算法的计算机上运算时间少于1分钟且拟合精度r2高于0.7的针对β的拟合方程作为候选方程。Symbolic regression is performed on the tunneling efficiency β of the shield machine in each layer with different stratum saturated uniaxial compressive strength Rc . The computing time on the computer running the symbolic regression algorithm in the background is less than 1 minute and the fitting accuracy r2 is high. The fitted equation for β at 0.7 was used as a candidate equation.

统计各地层的候选方程,自变量n2、p、np、pF均共同存在于各地层的候选方程中的至少一个方程中,因此以n2、p、np、pF作为有限样本下的掘进效率预测方程的自变量,如式(2),通过有限样本下的掘进效率预测方程针对掘进效率统计样本重新进行线性回归,得到属于各地层的方程系数;The candidate equations of each stratum are counted, and the independent variables n 2 , p, np, and pF all coexist in at least one of the candidate equations of each stratum, so n 2 , p, np, and pF are taken as the tunneling efficiency under the finite sample. For the independent variable of the prediction equation, such as formula (2), linear regression is performed again on the statistical sample of the driving efficiency through the driving efficiency prediction equation under the finite sample, and the equation coefficients belonging to each stratum are obtained;

β*为有限样本下的掘进效率预测值。β* is the predicted value of the driving efficiency under the finite sample.

β*=a1n2+a2p+a3np+a4pF+a5 (2)β*=a 1 n 2 +a 2 p+a 3 np+a 4 pF+a 5 (2)

步骤三掘进效率预测方程延拓Step 3 Continuation of the prediction equation of tunneling efficiency

在有限样本条件下得到的式(2)中的方程系数是针对有限种类地层的离散的方程系数,需要对离散的方程系数所对应的方程进行延拓,才能得到适用于一般性地层的方程。The equation coefficients in equation (2) obtained under the condition of finite samples are discrete equation coefficients for finite types of strata, and it is necessary to extend the equations corresponding to the discrete equation coefficients to obtain equations suitable for general strata.

以步骤一中得到的有限样本下的不同掘进地层中掘进效率预测方程的系数为应变量,以掘进地层饱和单轴抗压强度Rc为自变量进行线性和非线性回归,得到方程系数随Rc变化的连续函数,如式(3)、式(4)、式(5)、式(6)、式(7)所示。因为样本均为硬质岩中取得,所以掘进效率预测方程延拓也在硬质岩范围内,即Rc≥30MPa。Taking the coefficients of the prediction equations of the tunneling efficiency in different tunneling strata obtained in step 1 as the dependent variable, and with the saturated uniaxial compressive strength R c of the tunneling stratum as the independent variable, perform linear and nonlinear regression, and the equation coefficients are obtained as a function of R. The continuous function of the variation of c is shown in formula (3), formula (4), formula (5), formula (6), and formula (7). Because the samples are all obtained from hard rock, the extension of the prediction equation of driving efficiency is also in the range of hard rock, that is, R c ≥ 30MPa.

a1=116.588-99.614Rc 0.038,Rc≥30MPa (3)a 1 =116.588-99.614R c 0.038 , R c ≥30MPa (3)

a2=46.522-12.532Rc 0.313,Rc≥30MPa (4)a 2 =46.522-12.532R c 0.313 ,R c ≥30MPa (4)

a3=0.093Rc-4.414,Rc≥30MPa (5)a 3 =0.093R c -4.414, R c ≥30MPa (5)

a4=1.135×10-6Rc-6.976×10-5,Rc≥30MPa (6)a 4 =1.135×10 -6 R c -6.976×10 -5 , R c ≥30MPa (6)

Figure BDA0002202823160000031
Figure BDA0002202823160000031

如式(8),将式(3)、式(4)、式(5)、式(6)、式(7)代入式(2),得到适用于土压平衡式盾构掘进硬质岩的掘进效率预测方程,β**为土压平衡式盾构掘进硬质岩的掘进效率预测值。As in Equation (8), Substitute Equation (3), Equation (4), Equation (5), Equation (6), Equation (7) into Equation (2) to obtain a hard rock suitable for EPB shield tunneling β** is the predicted value of the tunneling efficiency of the earth pressure balance shield tunneling in hard rock.

步骤四确定优化计算式及边界条件Step 4: Determine the optimization formula and boundary conditions

掘进参数优化计算式如式(9)所示,pΩ、ΘΩ、ΨΩ分别反映了正常掘进地层Ω时土仓压力、有效推力、刀盘转速的允许波动范围,即[pmin,pmax]、[Fmin,Fmax]、[nmin,nmax]。The calculation formula of the tunneling parameter optimization is shown in formula (9), p Ω , Θ Ω , Ψ Ω respectively reflect the allowable fluctuation range of soil bin pressure, effective thrust, and cutter head rotation speed during normal excavation of stratum Ω, namely [p min , p max ], [F min ,F max ], [n min ,n max ].

步骤五分步取点法计算β**较大值Step 5: Calculate the maximum value of β** by the point-taking method

最优化问题影响因素均已量化且边界较明确,宜采用线性等分获得待选掘进参数最优值网格,对网格节点进行分步取点法逐步运算。The influencing factors of the optimization problem have been quantified and the boundaries are relatively clear. It is advisable to use linear equal division to obtain the optimal value grid of the excavation parameters to be selected, and perform step-by-step point selection method for step-by-step calculation of grid nodes.

将pΩ、ΘΩ、ΨΩ分别作为空间直角坐标系相互正交的x、y、z坐标轴上的定义域,得到β**的空间定义域。Taking p Ω , Θ Ω , and Ψ Ω as the definition domains on the mutually orthogonal x, y, and z coordinate axes of the spatial Cartesian coordinate system, the spatial definition domain of β** is obtained.

建立第一步网格,分别将pΩ、ΘΩ、ΨΩ作m1等分并在所有等分点处作等分点所在坐标轴的法平面,各法平面相交形成β**空间定义域的第一步网格,任意一个第一步网格节点满足式(10)、式(11)、式(12)。根据地层勘查资料确定掘进地层Rc后,将点

Figure BDA0002202823160000043
代入式(8),得到β**的空间定义域内各第一步网格节点对应的β**。将β**的空间定义域内各第一步网格节点对应的β**按大小降序排列,得第一步网格节点β**数列。取第一步网格节点β**中最大的前20%的β**所对应的网格节点作为第一步网格优势点。Establish the first step grid, divide p Ω , Θ Ω , Ψ Ω as m 1 equal parts, and make the normal plane of the coordinate axis where the bisected points are located at all the bisected points, and the intersection of the normal planes form the definition of β** space the first step grid of the domain, any one of the first step grid nodes Equation (10), Equation (11), and Equation (12) are satisfied. After the excavation stratum R c is determined according to the stratum exploration data, the point
Figure BDA0002202823160000043
Substitute into formula (8) to obtain the β** corresponding to each first step grid node in the space definition domain of β**. Arrange the β** corresponding to each first-step grid node in the space definition domain of β** in descending order of size to obtain the first-step grid node β** sequence. Take the grid nodes corresponding to the largest top 20% β** of the grid nodes β** in the first step as the grid advantage points of the first step.

Figure BDA0002202823160000045
Figure BDA0002202823160000045

建立第二步网格,对每个第一步网格优势点,取以该点为体心且在x、y、z轴投影长度分别为

Figure BDA0002202823160000047
的长方体并将长方体各边作m2等分,作各等分点所在坐标轴的法平面,各法平面相交形成该第一步网格优势点的第二步网格,任意一个第二步网格节点
Figure BDA0002202823160000051
满足式(13)、式(14)、式(15)。根据地层勘查资料确定掘进地层Rc后,将点
Figure BDA0002202823160000052
Figure BDA0002202823160000053
代入式(8),得到所有第二步网格节点对应的β**。The second step grid is established, and for each dominant point of the first step grid, the point is taken as the body center and the projection lengths on the x, y, and z axes are respectively
Figure BDA0002202823160000047
The rectangular parallelepiped and the sides of the rectangular parallelepiped are divided into m 2 equal parts as the normal plane of the coordinate axis where each bisected point is located. grid node
Figure BDA0002202823160000051
Equation (13), Equation (14), and Equation (15) are satisfied. After the excavation stratum R c is determined according to the stratum exploration data, the point
Figure BDA0002202823160000052
Figure BDA0002202823160000053
Substitute into Equation (8) to get β** corresponding to all grid nodes in the second step.

Figure BDA0002202823160000055
Figure BDA0002202823160000055

Figure BDA0002202823160000056
Figure BDA0002202823160000056

将第一步网格优势点对应的β**和所有第二步网格节点对应的β**汇总并取β**最大的前10%所对应的网格节点作为初选优化参数点。Summarize the β** corresponding to the grid advantage point of the first step and the β** corresponding to all the grid nodes of the second step, and take the grid nodes corresponding to the top 10% with the largest β** as the primary optimization parameter point.

步骤六掘进速率校核。Step 6: Check the driving rate.

刀盘上分布有正滚刀和边滚刀,正滚刀平行于掘进方向安装,而边滚刀与掘进方向之间存在不为零的边滚刀安装角度。有效推力近似均分到每把滚刀上的与掘进方向平行的力为F/N,正滚刀和边滚刀所受与掘进方向平行的力近似平均为F/N,其中正滚刀数量为Nfc具,边滚刀数量为Nlc,刀具总数为N具,如式(16)所示。根据力的平衡,刀盘所受地层阻力合力等于有效推力合力,刀盘扭矩等于地层阻力对刀盘主轴的合力矩,根据圣维南原理,正滚刀所受的刀盘扭矩总和近似为λμ(FNfc/N)R/2,刀盘扭矩可近似为有效推力在刀具与掌子面岩石之间产生的咬合力与摩阻力的合力矩,如式(17),R为正滚刀最大安装半径,rw为第w具边滚刀的安装半径,θw为第w具边滚刀的安装角度,μ为钢铁与地层之间的摩擦系数,λ为经验修正系数。There are positive hob and side hob distributed on the cutter head, the positive hob is installed parallel to the driving direction, and there is a non-zero side hob installation angle between the side hob and the driving direction. The effective thrust is approximately equally distributed to each hob and the force parallel to the driving direction is F/N, and the force parallel to the driving direction on the positive hob and the side hob is approximately average F/N, where the number of positive hob is N fc tools, the number of side hob is N lc , and the total number of tools is N tools, as shown in formula (16). According to the force balance, the resultant formation resistance force on the cutterhead is equal to the resultant effective thrust force, and the cutterhead torque is equal to the resultant moment of formation resistance on the cutterhead spindle. According to Saint-Venant's principle, the total cutterhead torque on the positive hob is approximately λμ (FN fc /N)R/2, the cutter head torque can be approximated as the resultant moment of the occlusal force and frictional resistance generated by the effective thrust between the cutter and the face rock, as in formula (17), R is the maximum positive hob Installation radius, r w is the installation radius of the wth edged hob, θw is the installation angle of the wth edged hob, μ is the friction coefficient between the steel and the formation, and λ is the empirical correction coefficient.

N=Nfc+Nlc (16)N=N fc +N lc (16)

Figure BDA0002202823160000057
Figure BDA0002202823160000057

根据式(8),则掘进速率待判定值v**如式(18)所示。According to formula (8), the value v** of the driving rate to be determined is shown in formula (18).

Figure BDA0002202823160000061
Figure BDA0002202823160000061

将初选优化参数点的刀盘转速n、土仓压力p、有效推力F代入式(18)得该点对应的v**,对各初选优化参数点逐个计算对应的v**,取v**最大时的初选优化参数点的掘进参数作为优化后掘进参数。Substitute the cutter head speed n, soil bin pressure p, and effective thrust F of the primary optimization parameter point into formula (18) to obtain the v** corresponding to this point, and calculate the corresponding v** for each primary optimization parameter point one by one, take The tunneling parameters of the primary optimization parameter point when v** is the largest are used as the tunneling parameters after optimization.

进一步地,步骤一中:v、T、F、p、n的单位分别为mm/min、106Nm、kN、Bar、r/min。Further, in step 1: the units of v, T, F, p, and n are mm/min, 10 6 Nm, kN, Bar, and r/min, respectively.

进一步地,步骤六中λ为经验修正系数,λ在花岗岩地层、安山岩地层、石灰岩地层中可分别取0.24、0.21、0.2。Further, in step 6, λ is an empirical correction coefficient, and λ can be taken as 0.24, 0.21, and 0.2 in granite strata, andesite strata, and limestone strata, respectively.

附图说明Description of drawings

图1有限样本下的不同地层的方程系数散点图;Fig. 1 Scatter plots of equation coefficients for different formations under finite samples;

图2边滚刀在刀盘上的安装角度示意图。Figure 2 Schematic diagram of the installation angle of the side hob on the cutter head.

具体实施方法Specific implementation method

本发明针对现有技术的不足,提出了一种优化土压平衡式盾构机掘进参数的快速方法,它包括以下步骤:Aiming at the deficiencies of the prior art, the present invention proposes a fast method for optimizing the tunneling parameters of an earth pressure balance shield machine, which comprises the following steps:

盾构掘进不同类型地层时,即掌子面地层分布发生改变时,盾构掘进速率与刀盘扭矩随之改变。掘进速率越大,工期越短,但刀盘扭矩也增大,而刀盘扭矩是设备完好性的最主要控制参数,反映了刀盘主轴的工作状态。为满足工期要求与设备完好率要求,需要在掘进速率与刀盘扭矩之间求得平衡,以实现在保证设备完好的条件下最大限度地挖掘设备潜能,有效提高掘进速率。所以,提出基于地质分段的盾构掘进参数控制优化方法,实现基于掘进地层参数的盾构掘进参数动态优化控制。When the shield tunnels into different types of strata, that is, when the stratum distribution on the face changes, the shield tunneling rate and cutter head torque change accordingly. The greater the excavation rate, the shorter the construction period, but the cutter head torque also increases, and the cutter head torque is the most important control parameter for equipment integrity, reflecting the working state of the cutter head spindle. In order to meet the requirements of the construction period and the equipment integrity rate, it is necessary to strike a balance between the driving rate and the torque of the cutterhead, so as to maximize the potential of the equipment and effectively improve the driving rate under the condition of ensuring the equipment is in good condition. Therefore, a shield tunneling parameter control optimization method based on geological segmentation is proposed to realize the dynamic optimal control of shield tunneling parameters based on the tunneling stratum parameters.

步骤一建立掘进效率统计样本Step 1 Establish a statistical sample of driving efficiency

定义掘进效率β为掘进速率v除以刀盘扭矩T,如式(1)。T直接反映设备运转状态,β体现了掘进速率与刀盘驱动电机负载能力之间的关系。The driving efficiency β is defined as the driving rate v divided by the cutter head torque T, as shown in formula (1). T directly reflects the operating state of the equipment, and β reflects the relationship between the driving rate and the load capacity of the cutter head drive motor.

Figure BDA0002202823160000071
Figure BDA0002202823160000071

结合隧道试掘进时盾构机自动记录的掘进参数和既往工程的掘进参数数据,将同一时刻实测得到的掘进速率v、刀盘扭矩T、有效推力F、土仓压力p、刀盘转速n作为同一组掘进参数。统计试掘进阶段内各记录时刻的β、F、p、n作为掘进效率统计样本;Combined with the excavation parameters automatically recorded by the shield machine during tunnel trial excavation and the excavation parameter data of previous projects, the excavation rate v, cutter head torque T, effective thrust F, soil bin pressure p, cutter head speed n measured at the same time are taken as The same set of excavation parameters. The β, F, p, and n of each recording time in the trial excavation stage are used as the statistical samples of the excavation efficiency;

v、T、F、p、n的单位分别为mm/min(毫米每分钟)、106Nm、kN、Bar、r/min(圈每分钟)。The units of v, T, F, p, and n are mm/min (millimeters per minute), 10 6 Nm, kN, Bar, r/min (circles per minute), respectively.

步骤二通过符号回归和线性回归得到针对有限样本的掘进效率预测方程对地层饱和单轴抗压强度Rc不同的各地层中盾构机的β分别进行符号回归,将在后台运行符号回归算法的计算机上运算时间少于1分钟且拟合精度r2高于0.7的针对β的拟合方程作为候选方程。In step 2, the prediction equation of the tunneling efficiency for the finite sample is obtained through symbolic regression and linear regression. The β of the shield machine in each stratum with different stratum saturated uniaxial compressive strength R c is subjected to symbolic regression, and the symbolic regression algorithm will be run in the background. The fitting equations for β with the computation time on the computer less than 1 minute and the fitting accuracy r 2 higher than 0.7 were selected as candidate equations.

统计各地层的候选方程,自变量n2、p、np、pF均共同存在于各地层的候选方程中的至少一个方程中,因此以n2、p、np、pF作为有限样本下的掘进效率预测方程的自变量,如式(2),通过有限样本下的掘进效率预测方程针对掘进效率统计样本重新进行线性回归,得到属于各地层的方程系数,如表1所示;The candidate equations of each stratum are counted, and the independent variables n 2 , p, np, and pF all coexist in at least one of the candidate equations of each stratum, so n 2 , p, np, and pF are taken as the tunneling efficiency under the finite sample. For the independent variable of the prediction equation, as shown in Equation (2), the linear regression is performed again for the statistical sample of the driving efficiency through the driving efficiency prediction equation under the finite sample, and the equation coefficients belonging to each stratum are obtained, as shown in Table 1;

β*为有限样本下的掘进效率预测值。β* is the predicted value of the driving efficiency under the finite sample.

β*=a1n2+a2p+a3np+a4pF+a5 (2)β*=a 1 n 2 +a 2 p+a 3 np+a 4 pF+a 5 (2)

表1不同饱和单轴抗压强度地层的掘进效率预测方程系数Table 1 The coefficients of the prediction equation of the driving efficiency of the formation with different saturated uniaxial compressive strength

Figure BDA0002202823160000081
Figure BDA0002202823160000081

步骤三掘进效率预测方程延拓Step 3 Continuation of the prediction equation of tunneling efficiency

表1是式(2)在离散的有限样本条件(地层饱和单轴抗压强度分别为42MPa、54MPa、62MPa、90MPa、118MPa)下得到的方程系数,需要对有限样本条件下的离散的方程系数所对应的方程进行延拓,才能得到适用于一般性地层(饱和单轴抗压强度异于样本值)的方程系数,即能够适用于地层饱和单轴抗压强度不等于42MPa、54MPa、62MPa、90MPa、118MPa时的情况。Table 1 shows the equation coefficients obtained by formula (2) under discrete finite sample conditions (the formation saturated uniaxial compressive strengths are 42MPa, 54MPa, 62MPa, 90MPa, and 118MPa, respectively). The corresponding equations can be extended to obtain the equation coefficients suitable for general formations (saturated uniaxial compressive strength is different from the sample value), that is, it can be applied to formations with saturated uniaxial compressive strength not equal to 42MPa, 54MPa, 62MPa, For 90MPa and 118MPa.

以步骤一中得到的有限样本下的不同掘进地层中掘进效率预测方程的系数为应变量,以掘进地层饱和单轴抗压强度Rc为自变量进行线性和非线性回归,即对图1中的散点进行线性和非线性回归,得到方程系数随Rc变化的连续函数,如式(3)、式(4)、式(5)、式(6)、式(7)所示。因为样本均为硬质岩中取得,所以掘进效率预测方程延拓也在硬质岩范围内,即Rc≥30MPa。Taking the coefficients of the prediction equations of the tunneling efficiency in different tunneling strata obtained in step 1 as the dependent variable, and with the saturated uniaxial compressive strength R c of the tunneling stratum as the independent variable, the linear and nonlinear regressions are carried out, that is, the equation in Fig. Perform linear and nonlinear regression on the scatter points of , and obtain a continuous function of equation coefficients varying with Rc , as shown in equations (3), (4), (5), (6), and (7). Because the samples are all obtained from hard rock, the extension of the prediction equation of driving efficiency is also in the range of hard rock, that is, R c ≥ 30MPa.

a1=116.588-99.614Rc 0.038,Rc≥30MPa (3)a 1 =116.588-99.614R c 0.038 , R c ≥30MPa (3)

a2=46.522-12.532Rc 0.313,Rc≥30MPa (4)a 2 =46.522-12.532R c 0.313 ,R c ≥30MPa (4)

a3=0.093Rc-4.414,Rc≥30MPa (5)a 3 =0.093R c -4.414, R c ≥30MPa (5)

a4=1.135×10-6Rc-6.976×10-5,Rc≥30MPa (6)a 4 =1.135×10 -6 R c -6.976×10 -5 , R c ≥30MPa (6)

Figure BDA0002202823160000082
Figure BDA0002202823160000082

如式(8),将式(3)、式(4)、式(5)、式(6)、式(7)代入式(2),得到适用于土压平衡式盾构掘进硬质岩的掘进效率预测方程,β**为土压平衡式盾构掘进硬质岩的掘进效率预测值。As in Equation (8), Substitute Equation (3), Equation (4), Equation (5), Equation (6), Equation (7) into Equation (2) to obtain a hard rock suitable for EPB shield tunneling β** is the predicted value of the tunneling efficiency of the earth pressure balance shield tunneling in hard rock.

步骤四确定优化计算式及边界条件Step 4: Determine the optimization formula and boundary conditions

掘进参数优化计算式如式(9)所示,pΩ、ΘΩ、ΨΩ分别反映了正常掘进地层Ω时土仓压力、有效推力、刀盘转速的允许波动范围,即[pmin,pmax]、[Fmin,Fmax]、[nmin,nmax]。The calculation formula of the tunneling parameter optimization is shown in formula (9), p Ω , Θ Ω , Ψ Ω respectively reflect the allowable fluctuation range of soil bin pressure, effective thrust, and cutter head rotation speed during normal excavation of stratum Ω, namely [p min , p max ], [F min ,F max ], [n min ,n max ].

以深圳地铁某隧道区间为例,掘进地层饱和单轴抗压强度Rc为64.5MPa,则根据式(8)得到该地层对应的掘进效率预测方程为β**=-0.115n2+0.346p+1.585np+3.448×10- 6pF+2.739,且根据工程经验,正常掘进时,该地层内土仓压力允许波动范围pΩ为[0.05,0.4],刀盘转速允许波动范围ΨΩ为[0.8,2.2],有效推力允许波动范围ΘΩ为[6000,15000]。Taking a tunnel section of Shenzhen Metro as an example, the saturated uniaxial compressive strength R c of the excavation stratum is 64.5MPa, then the corresponding excavation efficiency prediction equation of the stratum can be obtained according to formula (8) as β**=-0.115n 2 +0.346p +1.585np+3.448×10 - 6 pF+2.739, and according to engineering experience, during normal excavation, the allowable fluctuation range p Ω of soil tank pressure in the stratum is [0.05, 0.4], and the allowable fluctuation range of cutter head speed Ψ Ω is [ 0.8, 2.2], the allowable range of effective thrust fluctuation Θ Ω is [6000, 15000].

步骤五分步取点法计算β**较大值Step 5: Calculate the maximum value of β** by the point-taking method

最优化问题影响因素均已量化且边界较明确,宜采用线性等分获得待选掘进参数最优值网格,对网格节点进行分步取点法逐步运算,因为不用设定初值,所以避免了初值选取对计算结果的影响。The influencing factors of the optimization problem have been quantified and the boundaries are clear. It is advisable to use linear equal division to obtain the optimal value grid of the tunneling parameters to be selected, and perform step-by-step point selection method for the grid nodes. Because there is no need to set the initial value, so The influence of the initial value selection on the calculation results is avoided.

将pΩ、ΘΩ、ΨΩ分别作为空间直角坐标系相互正交的x、y、z坐标轴上的定义域,得到β**的空间定义域。Taking p Ω , Θ Ω , and Ψ Ω as the definition domains on the mutually orthogonal x, y, and z coordinate axes of the spatial Cartesian coordinate system, the spatial definition domain of β** is obtained.

建立第一步网格,分别将pΩ、ΘΩ、ΨΩ作m1等分并在所有等分点处作等分点所在坐标轴的法平面,各法平面相交形成β**空间定义域的第一步网格,任意一个第一步网格节点

Figure BDA0002202823160000101
满足式(10)、式(11)、式(12)。根据地层勘查资料确定掘进地层Rc后,将点
Figure BDA0002202823160000102
代入式(8),得到β**的空间定义域内各第一步网格节点对应的β**。将β**的空间定义域内各第一步网格节点对应的β**按大小降序排列,得第一步网格节点β**数列。取第一步网格节点β**中最大的前20%的β**所对应的网格节点作为第一步网格优势点。Establish the first step grid, divide p Ω , Θ Ω , Ψ Ω as m 1 equal parts, and make the normal plane of the coordinate axis where the bisected points are located at all the bisected points, and the intersection of the normal planes form the definition of β** space the first step grid of the domain, any one of the first step grid nodes
Figure BDA0002202823160000101
Equation (10), Equation (11), and Equation (12) are satisfied. After the excavation stratum R c is determined according to the stratum exploration data, the point
Figure BDA0002202823160000102
Substitute into formula (8) to obtain the β** corresponding to each first step grid node in the space definition domain of β**. Arrange the β** corresponding to each first-step grid node in the space definition domain of β** in descending order of size to obtain the first-step grid node β** sequence. Take the grid nodes corresponding to the largest top 20% β** of the grid nodes β** in the first step as the grid advantage points of the first step.

Figure BDA0002202823160000103
Figure BDA0002202823160000103

Figure BDA0002202823160000104
Figure BDA0002202823160000104

Figure BDA0002202823160000105
Figure BDA0002202823160000105

建立第二步网格,对每个第一步网格优势点,取以该点为体心且在x、y、z轴投影长度分别为

Figure BDA0002202823160000106
的长方体并将长方体各边作m2等分,作各等分点所在坐标轴的法平面,各法平面相交形成该第一步网格优势点的第二步网格,任意一个第二步网格节点
Figure BDA0002202823160000107
满足式(13)、式(14)、式(15)。根据地层勘查资料确定掘进地层Rc后,将点
Figure BDA0002202823160000108
Figure BDA0002202823160000109
代入式(8),得到所有第二步网格节点对应的β**。The second step grid is established, and for each dominant point of the first step grid, the point is taken as the body center and the projection lengths on the x, y, and z axes are respectively
Figure BDA0002202823160000106
The rectangular parallelepiped and the sides of the rectangular parallelepiped are divided into m 2 equal parts as the normal plane of the coordinate axis where each bisected point is located. grid node
Figure BDA0002202823160000107
Equation (13), Equation (14), and Equation (15) are satisfied. After the excavation stratum R c is determined according to the stratum exploration data, the point
Figure BDA0002202823160000108
Figure BDA0002202823160000109
Substitute into Equation (8) to get β** corresponding to all grid nodes in the second step.

Figure BDA00022028231600001010
Figure BDA00022028231600001010

Figure BDA0002202823160000111
Figure BDA0002202823160000111

Figure BDA0002202823160000112
Figure BDA0002202823160000112

将第一步网格优势点对应的β**和所有第二步网格节点对应的β**汇总并取β**最大的前10%所对应的网格节点作为初选优化参数点。Summarize the β** corresponding to the grid advantage point of the first step and the β** corresponding to all the grid nodes of the second step, and take the grid nodes corresponding to the top 10% with the largest β** as the primary optimization parameter point.

步骤六掘进速率校核Step 6 Checking the driving rate

如图2,刀盘上分布有正滚刀和边滚刀,正滚刀平行于掘进方向安装,而边滚刀与掘进方向之间存在不为零的边滚刀安装角度。有效推力近似均分到每把滚刀上的与掘进方向平行的力为F/N,正滚刀和边滚刀所受与掘进方向平行的力近似平均为F/N,其中正滚刀数量为Nfc具,边滚刀数量为Nlc,刀具总数为N具,如式(16)所示。根据力的平衡,刀盘所受地层阻力合力等于有效推力合力,刀盘扭矩等于地层阻力对刀盘主轴的合力矩,根据圣维南原理,正滚刀所受的刀盘扭矩总和近似为λμ(FNfc/N)R/2,刀盘扭矩可近似为有效推力在刀具与掌子面岩石之间产生的咬合力与摩阻力的合力矩,如式(17),R为正滚刀最大安装半径,rw为第w具边滚刀的安装半径(滚刀与掌子面之间的接触点和过刀盘圆心的刀盘平面法线之间的距离),θw为第w具边滚刀的安装角度,μ为钢铁与地层之间的摩擦系数,λ为经验修正系数,λ在花岗岩地层、安山岩地层、石灰岩地层中可分别取0.24、0.21、0.2。As shown in Figure 2, there are positive hob and side hob distributed on the cutter head, the positive hob is installed parallel to the driving direction, and there is a non-zero side hob installation angle between the side hob and the driving direction. The effective thrust is approximately equally distributed to each hob and the force parallel to the driving direction is F/N, and the force parallel to the driving direction on the positive hob and the side hob is approximately average F/N, where the number of positive hob is N fc tools, the number of side hob is N lc , and the total number of tools is N tools, as shown in formula (16). According to the force balance, the resultant formation resistance force on the cutterhead is equal to the resultant effective thrust force, and the cutterhead torque is equal to the resultant moment of formation resistance on the cutterhead spindle. According to Saint-Venant's principle, the total cutterhead torque on the positive hob is approximately λμ (FN fc /N)R/2, the cutter head torque can be approximated as the resultant moment of the occlusal force and frictional resistance generated by the effective thrust between the cutter and the face rock, as in formula (17), R is the maximum positive hob Installation radius, r w is the installation radius of the wth edge hob (the distance between the contact point between the hob and the face of the hob and the normal line of the cutter head plane passing through the center of the cutter head), θ w is the wth cutter The installation angle of the side hob, μ is the friction coefficient between the steel and the stratum, λ is the empirical correction coefficient, and λ can be taken as 0.24, 0.21, and 0.2 in the granite stratum, andesite stratum, and limestone stratum, respectively.

N=Nfc+Nlc (16)N=N fc +N lc (16)

Figure BDA0002202823160000113
Figure BDA0002202823160000113

根据式(8),则掘进速率待判定值v**如式(18)所示。According to formula (8), the value v** of the driving rate to be determined is shown in formula (18).

Figure BDA0002202823160000121
Figure BDA0002202823160000121

将初选优化参数点的刀盘转速n、土仓压力p、有效推力F代入式(18)得该点对应的v**,对各初选优化参数点逐个计算对应的v**,取v**最大时的初选优化参数点的掘进参数作为优化后掘进参数。Substitute the cutter head speed n, soil bin pressure p, and effective thrust F of the primary optimization parameter point into formula (18) to obtain the v** corresponding to this point, and calculate the corresponding v** for each primary optimization parameter point one by one, take The tunneling parameters of the primary optimization parameter point when v** is the largest are used as the tunneling parameters after optimization.

Claims (3)

1.一种优化土压平衡式盾构机掘进参数的快速方法,其特征在于,包括如下步骤:1. a fast method for optimizing the tunneling parameters of earth pressure balance type shield machine, is characterized in that, comprises the steps: 步骤一、建立掘进效率统计样本Step 1. Establish a statistical sample of driving efficiency 定义掘进效率β为掘进速率v除以刀盘扭矩T,如式(1);T直接反映设备运转状态,β体现了掘进速率与刀盘驱动电机负载能力之间的关系;The tunneling efficiency β is defined as the tunneling rate v divided by the cutter head torque T, as shown in formula (1); T directly reflects the operation state of the equipment, and β reflects the relationship between the tunneling rate and the load capacity of the cutter head drive motor; 结合隧道试掘进时盾构机自动记录的掘进参数和既往工程的掘进参数数据,将同一时刻实测得到的掘进速率v、刀盘扭矩T、有效推力F、土仓压力p、刀盘转速n作为同一组掘进参数;统计试掘进阶段内各记录时刻的β、F、p、n作为掘进效率统计样本;Combined with the excavation parameters automatically recorded by the shield machine during tunnel trial excavation and the excavation parameter data of previous projects, the excavation rate v, cutter head torque T, effective thrust F, soil bin pressure p, cutter head speed n measured at the same time are taken as The same set of tunneling parameters; β, F, p, and n at each recording time in the trial tunneling stage are counted as the tunneling efficiency statistical samples; 步骤二、通过符号回归和线性回归得到针对有限样本的掘进效率预测方程Step 2. Obtain the prediction equation of driving efficiency for finite samples through symbolic regression and linear regression 对地层饱和单轴抗压强度Rc不同的各地层中盾构机的掘进效率β分别进行符号回归,将在后台运行符号回归算法的计算机上运算时间少于1分钟且拟合精度r2高于0.7的针对β的拟合方程作为候选方程;Symbolic regression is performed on the tunneling efficiency β of the shield machine in each layer with different stratum saturated uniaxial compressive strength Rc . The computing time on the computer running the symbolic regression algorithm in the background is less than 1 minute and the fitting accuracy r2 is high. The fitting equation for β at 0.7 is used as a candidate equation; 统计各地层的候选方程,自变量n2、p、np、pF均共同存在于各地层的候选方程中的至少一个方程中,因此以n2、p、np、pF作为有限样本下的掘进效率预测方程的自变量,如式(2),通过有限样本下的掘进效率预测方程针对掘进效率统计样本重新进行线性回归,得到属于各地层的方程系数;The candidate equations of each stratum are counted, and the independent variables n 2 , p, np, and pF all coexist in at least one of the candidate equations of each stratum, so n 2 , p, np, and pF are taken as the tunneling efficiency under the finite sample. For the independent variable of the prediction equation, such as formula (2), linear regression is performed again on the statistical sample of the driving efficiency through the driving efficiency prediction equation under the finite sample, and the equation coefficients belonging to each stratum are obtained; β*为有限样本下的掘进效率预测值;β* is the predicted value of the driving efficiency under the finite sample; β*=a1n2+a2p+a3np+a4pF+a5(2)β*=a 1 n 2 +a 2 p+a 3 np+a 4 pF+a 5 (2) 步骤三、掘进效率预测方程延拓Step 3. Extension of tunneling efficiency prediction equation 在有限样本条件下得到的式(2)中的方程系数是针对有限种类地层的离散的方程系数,需要对离散的方程系数所对应的方程进行延拓,才能得到适用于一般性地层的方程;The equation coefficients in equation (2) obtained under the condition of finite samples are discrete equation coefficients for finite types of strata, and it is necessary to extend the equations corresponding to the discrete equation coefficients to obtain equations suitable for general strata; 以步骤一中得到的有限样本下的不同掘进地层中掘进效率预测方程的系数为应变量,以掘进地层饱和单轴抗压强度Rc为自变量进行线性和非线性回归,得到方程系数随Rc变化的连续函数,如式(3)、式(4)、式(5)、式(6)、式(7)所示;因为样本均为硬质岩中取得,所以掘进效率预测方程延拓也在硬质岩范围内,即Rc≥30MPa;Taking the coefficients of the prediction equations of the tunneling efficiency in different tunneling strata obtained in step 1 as the dependent variable, and with the saturated uniaxial compressive strength R c of the tunneling stratum as the independent variable, perform linear and nonlinear regression, and the equation coefficients are obtained as a function of R. The continuous function of the variation of c is shown in formula (3), formula (4), formula (5), formula (6), and formula (7). The extension is also in the range of hard rock, that is, R c ≥ 30MPa; a1=116.588-99.614Rc 0.038,Rc≥30MPa(3)a 1 =116.588-99.614R c 0.038 , R c ≥30MPa(3) a2=46.522-12.532Rc 0.313,Rc≥30MPa(4)a 2 =46.522-12.532R c 0.313 , R c ≥30MPa(4) a3=0.093Rc-4.414,Rc≥30MPa(5)a 3 =0.093R c -4.414, R c ≥30MPa(5) a4=1.135×10-6Rc-6.976×10-5,Rc≥30MPa(6)a 4 =1.135×10 -6 R c -6.976×10 -5 , R c ≥30MPa(6)
Figure FDA0002202823150000021
Figure FDA0002202823150000021
如式(8),将式(3)、式(4)、式(5)、式(6)、式(7)代入式(2),得到适用于土压平衡式盾构掘进硬质岩的掘进效率预测方程,β**为土压平衡式盾构掘进硬质岩的掘进效率预测值;As in Equation (8), Substitute Equation (3), Equation (4), Equation (5), Equation (6), Equation (7) into Equation (2) to obtain a hard rock suitable for EPB shield tunneling is the prediction equation of the driving efficiency, β** is the prediction value of the driving efficiency of the earth pressure balance shield tunneling in hard rock;
Figure FDA0002202823150000022
Figure FDA0002202823150000022
步骤四、确定优化计算式及边界条件Step 4. Determine the optimization formula and boundary conditions 掘进参数优化计算式如式(9)所示,pΩ、ΘΩ、ΨΩ分别反映了正常掘进地层Ω时土仓压力、有效推力、刀盘转速的允许波动范围,即[pmin,pmax]、[Fmin,Fmax]、[nmin,nmax];The calculation formula of the tunneling parameter optimization is shown in formula (9), p Ω , Θ Ω , Ψ Ω respectively reflect the allowable fluctuation range of soil bin pressure, effective thrust, and cutter head rotation speed during normal excavation of stratum Ω, namely [p min , p max ], [F min ,F max ], [n min ,n max ]; 步骤五、分步取点法计算β**较大值Step 5. Calculate the maximum value of β** by the step-by-step point method 最优化问题影响因素均已量化且边界较明确,宜采用线性等分获得待选掘进参数最优值网格,对网格节点进行分步取点法逐步运算;The influencing factors of the optimization problem have all been quantified and the boundaries are clear. It is advisable to use linear equal division to obtain the optimal value grid of the tunneling parameters to be selected, and perform step-by-step point selection method for step-by-step calculation of grid nodes; 将pΩ、ΘΩ、ΨΩ分别作为空间直角坐标系相互正交的x、y、z坐标轴上的定义域,得到β**的空间定义域;Taking p Ω , Θ Ω , Ψ Ω as the definition domains on the mutually orthogonal x, y, and z coordinate axes of the spatial Cartesian coordinate system, the spatial definition domain of β** is obtained; 建立第一步网格,分别将pΩ、ΘΩ、ΨΩ作m1等分并在所有等分点处作等分点所在坐标轴的法平面,各法平面相交形成β**空间定义域的第一步网格,任意一个第一步网格节点
Figure FDA0002202823150000031
满足式(10)、式(11)、式(12);根据地层勘查资料确定掘进地层Rc后,将点
Figure FDA0002202823150000032
代入式(8),得到β**的空间定义域内各第一步网格节点对应的β**;将β**的空间定义域内各第一步网格节点对应的β**按大小降序排列,得第一步网格节点β**数列;取第一步网格节点β**中最大的前20%的β**所对应的网格节点作为第一步网格优势点;
Establish the first step grid, divide p Ω , Θ Ω , Ψ Ω as m 1 equal parts, and make the normal plane of the coordinate axis where the bisected points are located at all the bisected points, and the intersection of the normal planes form the definition of β** space the first step grid of the domain, any one of the first step grid nodes
Figure FDA0002202823150000031
Satisfy formula (10), formula (11), formula (12); after determining the excavation stratum R c according to the stratum exploration data, the point
Figure FDA0002202823150000032
Substitute into formula (8) to obtain the β** corresponding to each first step grid node in the spatial definition domain of β**; the β** corresponding to each first step grid node in the spatial definition domain of β** is in descending order of size Arrange to get the first step grid node β** sequence; take the grid node corresponding to the first 20% β** of the first step grid node β** as the first step grid advantage point;
Figure FDA0002202823150000033
Figure FDA0002202823150000033
Figure FDA0002202823150000034
Figure FDA0002202823150000034
Figure FDA0002202823150000035
Figure FDA0002202823150000035
建立第二步网格,对每个第一步网格优势点,取以该点为体心且在x、y、z轴投影长度分别为
Figure FDA0002202823150000036
的长方体并将长方体各边作m2等分,作各等分点所在坐标轴的法平面,各法平面相交形成该第一步网格优势点的第二步网格,任意一个第二步网格节点
Figure FDA0002202823150000037
满足式(13)、式(14)、式(15);根据地层勘查资料确定掘进地层Rc后,将点
Figure FDA0002202823150000038
Figure FDA0002202823150000039
代入式(8),得到所有第二步网格节点对应的β**;
The second step grid is established, and for each dominant point of the first step grid, the point is taken as the body center and the projection lengths on the x, y, and z axes are respectively
Figure FDA0002202823150000036
The rectangular parallelepiped and the sides of the rectangular parallelepiped are divided into m 2 equal parts as the normal plane of the coordinate axis where each bisected point is located. grid node
Figure FDA0002202823150000037
Satisfy formula (13), formula (14), formula (15); after determining the excavation stratum R c according to the stratum exploration data, the point
Figure FDA0002202823150000038
Figure FDA0002202823150000039
Substitute into formula (8) to get the β** corresponding to all the grid nodes in the second step;
Figure FDA0002202823150000041
Figure FDA0002202823150000041
Figure FDA0002202823150000042
Figure FDA0002202823150000042
Figure FDA0002202823150000043
Figure FDA0002202823150000043
将第一步网格优势点对应的β**和所有第二步网格节点对应的β**汇总并取β**最大的前10%所对应的网格节点作为初选优化参数点;Summarize the β** corresponding to the grid advantage point of the first step and the β** corresponding to all the grid nodes of the second step, and take the grid nodes corresponding to the top 10% of the largest β** as the primary selection optimization parameter point; 步骤六、掘进速率校核Step 6. Check the driving rate 刀盘上分布有正滚刀和边滚刀,正滚刀平行于掘进方向安装,而边滚刀与掘进方向之间存在不为零的边滚刀安装角度;有效推力近似均分到每把滚刀上的与掘进方向平行的力为F/N,正滚刀和边滚刀所受与掘进方向平行的力近似平均为F/N,其中正滚刀数量为Nfc具,边滚刀数量为Nlc,刀具总数为N具,如式(16)所示;根据力的平衡,刀盘所受地层阻力合力等于有效推力合力,刀盘扭矩等于地层阻力对刀盘主轴的合力矩,根据圣维南原理,正滚刀所受的刀盘扭矩总和近似为λμ(FNfc/N)R/2,刀盘扭矩可近似为有效推力在刀具与掌子面岩石之间产生的咬合力与摩阻力的合力矩,如式(17),R为正滚刀最大安装半径,rw为第w具边滚刀的安装半径,θw为第w具边滚刀的安装角度,μ为钢铁与地层之间的摩擦系数,λ为经验修正系数;There are positive hob and side hob distributed on the cutter head. The positive hob is installed parallel to the driving direction, and there is a non-zero side hob installation angle between the side hob and the driving direction; the effective thrust is approximately equally distributed to each hob The force on the hob parallel to the heading direction is F/N, and the force parallel to the heading direction on the positive hob and the side hob is approximately F/N on average, in which the number of positive hob is N fc tools, and the side hob The number is N lc , and the total number of tools is N, as shown in formula (16); according to the force balance, the resultant formation resistance force on the cutter head is equal to the effective thrust resultant force, and the cutter head torque is equal to the resultant moment of formation resistance to the cutter head spindle, According to Saint-Venant's principle, the sum of the cutter head torque on the positive hob is approximately λμ(FN fc /N)R/2, and the cutter head torque can be approximated as the bite force generated by the effective thrust between the cutter and the face rock The resultant moment with frictional resistance, such as formula (17), R is the maximum installation radius of the positive hob, rw is the installation radius of the wth edged hob, θw is the installation angle of the wth edged hob, μ is Friction coefficient between steel and formation, λ is the empirical correction coefficient; N=Nfc+Nlc(16)N=N fc +N lc (16)
Figure FDA0002202823150000044
Figure FDA0002202823150000044
根据式(8),则掘进速率待判定值v**如式(18)所示;According to Equation (8), the value v** of the driving rate to be determined is shown in Equation (18);
Figure FDA0002202823150000051
Figure FDA0002202823150000051
将初选优化参数点的刀盘转速n、土仓压力p、有效推力F代入式(18)得该点对应的v**,对各初选优化参数点逐个计算对应的v**,取v**最大时的初选优化参数点的掘进参数作为优化后掘进参数。Substitute the cutter head speed n, soil bin pressure p, and effective thrust F of the primary optimization parameter point into formula (18) to obtain the v** corresponding to this point, and calculate the corresponding v** for each primary optimization parameter point one by one, take The tunneling parameters of the primary optimization parameter point when v** is the largest are used as the tunneling parameters after optimization.
2.根据权利要求1所述的一种优化土压平衡式盾构机掘进参数的快速方法,其特征在于,步骤一中:v、T、F、p、n的单位分别为mm/min、106Nm、kN、Bar、r/min。2. a kind of fast method for optimizing the tunneling parameters of earth pressure balance type shield machine according to claim 1, is characterized in that, in step 1: the unit of v, T, F, p, n is respectively mm/min, 10 6 Nm, kN, Bar, r/min. 3.根据权利要求1所述的一种优化土压平衡式盾构机掘进参数的快速方法,其特征在于,步骤六中:λ为经验修正系数,λ在花岗岩地层、安山岩地层、石灰岩地层中可分别取0.24、0.21、0.2。3. a kind of fast method of optimizing earth pressure balance type shield tunneling parameters according to claim 1, is characterized in that, in step 6: λ is empirical correction coefficient, and λ is in granite stratum, andesite stratum, limestone stratum Can be taken as 0.24, 0.21, 0.2 respectively.
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