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CN106934251B - A kind of calculation of ground surface settlement method in class rectangle shield tunnel construction - Google Patents

A kind of calculation of ground surface settlement method in class rectangle shield tunnel construction Download PDF

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CN106934251B
CN106934251B CN201710276428.2A CN201710276428A CN106934251B CN 106934251 B CN106934251 B CN 106934251B CN 201710276428 A CN201710276428 A CN 201710276428A CN 106934251 B CN106934251 B CN 106934251B
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excavation
settlement
tunnel
caused
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CN106934251A (en
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魏纲
张鑫海
徐银锋
朱田宇
崔程虹
蔡诗淇
洪子涵
许讯
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Dragon Totem Technology Hefei Co ltd
Guangdong Jiantong Engineering Technology Consulting Co ltd
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Zhejiang University City College ZUCC
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Abstract

The present invention proposes a kind of calculation of ground surface settlement method in class rectangle shield tunnel construction, based on stochastic medium theory, it is derived by transverse direction earth's surface settlement formula caused by class rectangle shield-tunneling construction, and excavation face convergent pathway parameter alpha is introduced, so that formula of the present invention is suitable for the operating condition of a variety of excavation face convergent pathways.It proposes the modified longitudinally varying formula of ground loss rate, to calculate the ground loss rate of the arbitrary cross-section along tunneling direction, so that formula of the present invention is able to continuation along longitudinal direction, obtains three-dimensional earth's surface settlement formula.To which the sedimentation value that earth's surface caused by prediction class rectangle Shield Tunneling calculates point be calculated, ground settlement caused by class rectangle Shield Tunneling is predicted in realization, to settle excessive initiation safety accident when preventing construction.

Description

A kind of calculation of ground surface settlement method in class rectangle shield tunnel construction
Technical field
The present invention relates to a kind of calculation of ground surface settlement methods in class rectangle shield tunnel construction, belong to underground engineering technology neck Domain.
Background technique
In recent years, subway tunnel is built in many big cities of China one after another.Class rectangle shield combines the conjunction of circular shield stress It manages, convenient for the high advantage of mechanized construction and rectangular shield scetion utilization, becomes and build city underground, efficiently utilize underground The new selection in space.But relative to single targe structure, class rectangle shield tunneling section is larger, so ground settlement caused by constructing Amount is bigger, and coverage is also wider.Therefore Ground surface settlement method caused by research class rectangle shield-tunneling construction, for protecting tunnel Road surrounding enviroment and facility have important directive significance and application value.
However, there are no grinding in terms of class rectangle Surface Settlement Resulted by Shield Tunneling theoretical calculation for China at present Study carefully achievement.Therefore, it is necessary to carry out the research of correlation technique.
The research method for causing earth's surface to deform about shield-tunneling construction at present mainly has: empirical method, economics analysis solution, Numerical-Mode Quasi-, measured data analytic approach etc..
And cause the research of soil deformation then only both following for class rectangle shield tunnel construction:
In Method for Numerical: soup simulates class rectangle shield-tunneling construction process after new equal [1], using ABAQUS finite element software, Analyze stratum deformation caused by class rectangle shield-tunneling construction.
In measured data analytic approach: department's gold mark etc. [2] studies field measurement data, analyzes class rectangle shield The basic law that constructing tunnel causes the soil body to settle.
In conclusion there are no in terms of class rectangle Surface Settlement Resulted by Shield Tunneling theoretical calculation for China at present Research achievement.
Summary of the invention
The present invention is directed to the theoretical research blank of domestic related fields, proposes earth's surface in a kind of class rectangle shield tunnel construction Settlement calculation method.
The present invention is based on stochastic medium theory, it is derived by the public affairs of transverse direction calculation of ground surface settlement caused by class rectangle shield-tunneling construction Formula, and excavation face convergent pathway parameter alpha is introduced, so that formula of the present invention is suitable for the operating condition of a variety of excavation face convergent pathways.
It is proposed the modified longitudinally varying formula of ground loss rate, the soil body to calculate the arbitrary cross-section along tunneling direction damages Mistake rate obtains three-dimensional earth's surface settlement formula so that formula of the present invention is able to continuation along longitudinal direction.
1. lateral earth's surface settlement formula
Ground settlement caused by class rectangle Shield Tunneling is studied herein.
Before studying ground settlement, make the following assumptions:
(1) shield be in normal consolidation weak soil along straight line tunnel, shield machine is unbiased, and the soil body do not drain, do not consolidate, Density does not change；
(2) ground settlement is only influenced by ground loss；
(3) the excavation face shape of class rectangle shield tunnel and its convergence rear profile are the constitutional diagram of two semicircles and rectangle Shape.
Calculation of ground surface settlement model caused by class rectangle shield-tunneling construction is shown in Fig. 1.In figure:
X coordinate be from tunnel central axes transversely and horizontally with a distance from, unit symbol m；
Z coordinate is earth's surface calculating depth below, unit symbol m；
w1For tunnel excavation face axis buried depth, unit symbol m；
w2For the axis buried depth after the convergence of tunnel excavation face, w2=w1+ α g/2, unit symbol m；
α is excavation face convergent pathway parameter, and value range is [- 1,1].
G is equivalent ground loss parameter,Unit symbol is m；
π is pi, generally takes 3.14；
ε is ground loss percentage；
S is the circle center distance of two semicircles in left and right, unit symbol m；
R is the radius for excavating facial contour semicircle, unit symbol m；
D1、D2、D3、D4For 4 integral domains as made of the division of the convergence area in class rectangle Shield Tunneling face.
Three kinds of possible convergent pathways existing for class rectangle Shield Tunneling face are shown in Fig. 2.
Fig. 2 is wherein: the corresponding excavation face convergent pathway parameter of Fig. 2 (a) corresponding excavation face convergent pathway parameter alpha=0, Fig. 2 (b) α=1, Fig. 2 (c) correspond to excavation face convergent pathway parameter alpha=- 1.
Stochastic medium theory schematic diagram is shown in Fig. 3.
Infinitely small infinitesimal excavates at Fig. 3 below ground point (ξ, η), causes coordinate at earth's surface when the complete slump of excavation unit It is settled for the calculating point of x are as follows:
In formula:
ξ is to excavate unit x coordinate value；
η is to excavate unit z coordinate value；
β is the main influence angle of earthing on tunnel, and unit symbol is °；
For the internal friction angle of soil, unit symbol is °；
The central coordinate of circle of class rectangle shield or so semicircle is respectively (- t, w1), (t, w1)；
The central coordinate of circle that rear left right semi-circle is restrained in class rectangle shield tunneling face is respectively (- t, w2), (t, w2)。
Wherein: t is horizontal distance of the center of circle of two semicircles in left and right to coordinate origin, unit symbol m；
Transverse direction earth's surface settlement formula caused by class rectangle shield tunnel construction are as follows:
Wherein:
In formula: the bound of double integral is respectively as follows: a=-t-R；B=-t； a1=-t- (R-g/2)；b1=-t；
In formula: the bound of double integral is respectively as follows: e=t；F=t+R；e1=t；
In formula: the bound of double integral is respectively as follows: j=-t；L=t；M=w1-R；N=w2-(R-g/2)；
In formula: the bound of double integral is respectively as follows: j1=-t；l1=t；m1=w2+(R-g/2)；n1=w1+R。
2. three-dimensional earth's surface settlement formula
Three-dimensional earth's surface settlement formula:
Wherein: D1(y)、D2(y)、D3(y)、D4It (y) is 4 integral domains of longitudinal any section；
In formula: the bound of double integral is respectively as follows: a=-t-R；B=-t； a1(y)=- t- (R-g (y)/2)；b1=-t；
In formula: the bound of double integral is respectively as follows: e=t；F=t+R； e1=t；f1(y)=t+ (R-g (y)/2)；
In formula: the bound of double integral is respectively as follows: j=-t；L=t；M=w1-R；N (y)=w2-(R-g(y)/2)；
In formula: the bound of double integral is respectively as follows: j1=-t；l1=t；m1(y)=w2+(R-g(y)/2)；n1=w1+R；
M is correction factor；
εmaxMaximum ground loss rate when tending towards stability for ground settlement；
(1) effect of this patent
This patent establishes class rectangle shield tunnel ground loss model, is based on two-dimensional random MEDIUM THEORY, is derived by Transverse direction earth's surface settlement formula caused by class rectangle shield-tunneling construction, and excavation face convergent pathway parameter alpha is introduced, so that of the invention Formula is suitable for the operating condition of a variety of excavation face convergent pathways.
Based on lateral ground settlement formula, modified ground loss variation formula is introduced, 2-D solution continuation is made to obtain class square Three-dimensional earth's surface settlement formula caused by shape shield-tunneling construction.
It can be according to specific site operation parameter, such as tunnel excavation face axis buried depth w before construction1, ground loss percentage The internal friction angle of ε, the circle center distance S of two semicircles in left and right, the radius R for excavating facial contour semicircle, soilExcavation face convergent pathway Parameter alpha, longitudinal ground loss rate corrected parameter m can calculate earth's surface caused by prediction class rectangle Shield Tunneling and calculate point Sedimentation value.
In a practical situation, underground engineering construction cause accident often caused by cause the soil body settle excessive, Jin Eryin Play a series of accidents.
Under normal circumstances, ground settlement can be monitored and control when construction, but higher cost, therefore can pass through when construction The formula of this patent predicts ground settlement caused by class rectangle Shield Tunneling, prevents from settling excessive initiation when construction Safety accident.
This patent is predicted ground settlement caused by class rectangle Shield Tunneling, by theoretical formula to engineering With prevention, directive function, and theoretical basis is provided for the research from now in relation to Ground Settlement Induced by Shield Tunnel Construction.
Detailed description of the invention
Fig. 1 is that the soil body of class rectangle shield tunnel of the present invention restrains computation model；
Fig. 2 is the convergent three kinds of typical module schematic diagrames in tunnel excavation face of the present invention；
Fig. 3 is applied to stochastic medium theory schematic diagram of the invention；
Fig. 4 is application project DM34 monitoring section transverse direction earth's surface subsidence curve of the present invention；
Fig. 5 is the monitoring point application project DM21-5 of the present invention ground settlement duration curve.
Specific embodiment
A specific embodiment of the invention is made a detailed explanation with reference to the accompanying drawing.
The old mother-in-law of section, which is entered and left, using one phase of Ningbo City's Rail Transit Line 3 crosses station class rectangle shield engineering as real case, Carry out sample calculation analysis.
Tunnel excavation face axis buried depth w1=13.33m, the circle center distance S=4.56m of two semicircles in left and right, excavation face wheel The radius R=3.63m of wide semicircle, the internal friction angle weighted average of upper earthing are 15.5 °.
Maximum ground loss rate ε when DM34 monitoring section ground settlement tends towards stabilitymax=1.6%, excavation face restrains mould Formula parameter alpha=0.45.Equivalent ground loss parameter g=0.0749m, the axis buried depth w after the convergence of tunnel excavation face is calculated2 =13.3469m, on tunnel β=0.5882 main influence tangent of an angle value tan of earthing.
DM34 monitoring section transverse direction calculation of ground surface settlement curve is calculated, and is compared with measured curve, sees Fig. 4.
As shown in Figure 4: (1) this patent method calculated result and measured curve relatively coincide, and show that this patent formula has one Determine reliability.The section maximum settlement value is located above tunnel axis, and sedimentation value reaches 49mm；(2) according to calculated curve, the section Ground settlement groove width be 60m or so, about the 5~6 of class rectangle shield width times；(3) measured curve and calculated curve Compared to it can be found that measured curve symmetry is poor, the sedimentation of tunnel axis two sides is unevenly distributed.According to analysis, this may be Because by caused by deflecting and being influenced in class rectangle shield tunneling process.
The final ground loss rate ε of DM21 monitoring sectionmax=1.8%, excavation face convergent pathway parameter alpha=- 1, longitudinal soil Bulk diffusion rate corrected parameter m=3.
The monitoring point DM21-5 ground settlement duration curve is calculated, and is compared with measured curve, sees Fig. 5；
Fig. 5.
In the comparison of calculated value and measured data it can be found that after the abjection of shield tail section of jurisdiction, surface subsidence monitoring value and meter There is larger gap in calculation value, and protuberance phenomenon occurs in measured value.According to analysis, draw this is because the grouting pressure of grouting at the tail of the shield machine is excessive The earth's surface deformation risen, and this patent method only accounts for ground settlement caused by ground loss.
It can be assumed that shield tail plays the role of grouting pressure [3] to grout cures point range, grouting pressure in the length range Along tunnel, vertical linear successively decreases [4].This patent on the basis of original measured data, rejects the influence of part grouting pressure accordingly, Ground settlement measured curve caused by ground loss is obtained, sees Fig. 5.
As shown in Figure 5.Ground settlement measured curve caused by this patent method calculated result and ground loss relatively coincide, table Bright this patent method can preferably reflect three-dimensional ground settlement changing rule caused by ground loss.
[1] Tang Jixin, Wang Liushan, Ji Chang, stratum deformation three-dimensional numerical value caused by waiting class rectangle earth pressure balanced shield, EPBS to tunnel [J] Jiaotong University Of East China journal is analyzed, 2016,33 (1): 9-15. (TANG Jixin, WANG Liushan, JI Chang, et al.Three-dimensional numerical analysis of ground deformation induced by quasi rectangle EPB shield tunneling[J].Journal of East China Jiaotong University, 2016,33 (1): 9-15. (in Chinese))
[2] department's gold mark, Zhu Yaohong, Ji Chang wait class rectangle Shield Construction Method Used in Soft Soil Layer to cause stratum vertical deformation real It surveys and analysis [J] Chinese Journal of Rock Mechanics and Engineering, 2017,36 (X): (SI Jinbiao, ZHU Yaohong, JI Chang, et al.Measurement and analysis of vertical deformation of stratum induced by quasi-rectangular shield tunneling in soft ground[J].Chinese Journal of Rock Mechanics and Engineering,2017,36(X):(in Chinese))
[3]BEZUIJEN A,VAN LOTTUM H.Tunnelling.A decade of progress GeoDelft 1995-2006[M].London:Taylor&Francis Group,2006.
[4] Liu Chang, Zhou Shunhua, Ji Chang wait the class rectangle shield tunnel construction phase floating analysis of Influential Factors East China [J] to hand over Logical college journal, 2016,33 (1): 94-99.

Claims (1)

1.一种类矩形盾构隧道施工中地表沉降计算方法，其特征在于，包括如下步骤：1. a method for calculating surface settlement in the construction of a class rectangular shield tunnel, is characterized in that, comprises the steps: 步骤(1)、横向地表沉降计算：Step (1), lateral surface settlement calculation: 对类矩形盾构隧道开挖引起的地表沉降进行研究；Research on the surface subsidence caused by the excavation of the quasi-rectangular shield tunnel; 在研究地表沉降之前，作以下假设：Before studying surface subsidence, make the following assumptions: (1)盾构是在正常固结软土中沿直线掘进，盾构机不偏斜，且土体不排水、不固结、密度不发生变化；(1) The shield tunnel is driven along a straight line in the normally consolidated soft soil, the shield machine is not deflected, and the soil is not drained, consolidated, and its density does not change; (2)地表沉降仅受土体损失影响；(2) Surface settlement is only affected by soil loss; (3)类矩形盾构隧道的开挖面形状及其收敛后轮廓均为两个半圆和矩形的组合图形；(3) The shape of the excavation surface of the quasi-rectangular shield tunnel and its contour after convergence are the combined figures of two semicircles and rectangles; 建立类矩形盾构施工引起的地表沉降计算模型，其中：A calculation model of surface settlement caused by quasi-rectangular shield construction is established, in which: x坐标为离隧道中轴线的横向水平距离，单位符号为m；The x coordinate is the horizontal horizontal distance from the central axis of the tunnel, and the unit symbol is m; z坐标为地表以下的计算深度，单位符号为m；The z coordinate is the calculated depth below the surface, and the unit symbol is m; w1为隧道开挖面轴线埋深，单位符号为m；w 1 is the buried depth of the axis of the tunnel excavation face, and the unit symbol is m; w2为隧道开挖面收敛后的轴线埋深，w2＝w1+αg/2，单位符号为m；w 2 is the buried depth of the axis after the tunnel excavation face converges, w 2 =w 1 +αg/2, and the unit symbol is m; α为开挖面收敛模式参数，取值范围为[-1,1]；α is the excavation face convergence mode parameter, the value range is [-1, 1]; g为等效土体损失参数，单位符号为m；g is the equivalent soil loss parameter, The unit symbol is m; π为圆周率，取3.14；π is pi, take 3.14; ε为土体损失百分率；ε is the percentage of soil loss; S为左右两个半圆的圆心距离，单位符号为m；S is the distance between the centers of the left and right semicircles, and the unit symbol is m; R为开挖面轮廓半圆的半径，单位符号为m；R is the radius of the semicircle of the contour of the excavation face, and the unit symbol is m; D1、D2、D3、D4为由类矩形盾构隧道开挖面的收敛面积划分而成的4个积分区域；D 1 , D 2 , D 3 , and D 4 are four integral areas divided by the convergence area of the excavation surface of the quasi-rectangular shield tunnel; 类矩形盾构隧道开挖面存在的三种收敛模式；Three convergence modes exist in the excavation face of quasi-rectangular shield tunnel; 其一是对应开挖面收敛模式参数α＝0，其二是对应开挖面收敛模式参数α＝1，其三是对应开挖面收敛模式参数α＝-1；One is the corresponding excavation face convergence mode parameter α=0, the second is the corresponding excavation face convergence mode parameter α=1, and the third is the corresponding excavation face convergence mode parameter α=-1; 再根据随机介质理论，地面以下点(ξ，η)处无限小微元开挖，当开挖单元完全塌落时引起地表处坐标为x的计算点沉降为：Then according to the random medium theory, the infinitesimal micro-element excavation at the point (ξ, η) below the ground, when the excavation unit completely collapses, causes the settlement of the calculated point at the surface coordinate x to be: 式中： where: ξ为开挖单元x坐标值；ξ is the x coordinate value of the excavation unit; η为开挖单元z坐标值；η is the z coordinate value of the excavation unit; β为隧道上覆土的主要影响角，单位符号为°；β is the main influence angle of the overlying soil on the tunnel, and the unit symbol is °; 为土的内摩擦角，单位符号为°； is the angle of internal friction of soil, and the unit symbol is °; 类矩形盾构左右半圆的圆心坐标分别为(-t，w1)、(t，w1)；The center coordinates of the left and right semi-circles of the rectangular-like shield are (-t, w 1 ), (t, w 1 ); 类矩形盾构开挖面收敛后左右半圆的圆心坐标分别为(-t，w2)、(t，w2)；The center coordinates of the left and right semicircles after the convergence of the rectangular shield tunnel excavation surface are (-t, w 2 ) and (t, w 2 ) respectively; 其中：t为左右两个半圆的圆心至坐标原点的水平距离，单位符号为m；Among them: t is the horizontal distance from the center of the left and right semicircles to the origin of the coordinates, and the unit symbol is m; 类矩形盾构隧道施工引起的横向地表沉降计算公式为：The calculation formula of the lateral surface settlement caused by the construction of the quasi-rectangular shield tunnel is: 其中：in: 式中：二重积分的上下限分别为：a＝-t-R；b＝-t； a1＝-t-(R-g/2)；b1＝-t； In the formula: the upper and lower limits of the double integral are: a=-tR; b=-t; a 1 =-t-(Rg/2); b 1 =-t; 式中：二重积分的上下限分别为：e＝t；f＝t+R；e1＝t； In the formula: the upper and lower limits of the double integral are: e=t; f=t+R; e 1 =t; 式中：二重积分的上下限分别为：j＝-t；l＝t；m＝w1-R；n＝w2-(R-g/2)；In the formula: the upper and lower limits of the double integral are: j=-t; l=t; m=w 1 -R; n=w 2 -(Rg/2); 式中：二重积分的上下限分别为：j1＝-t；l1＝t；m1＝w2+(R-g/2)；n1＝w1+R；In the formula: the upper and lower limits of the double integral are: j 1 =-t; l 1 =t; m 1 =w 2 +(Rg/2); n 1 =w 1 +R; 步骤(2)、三维地表沉降计算：Step (2), three-dimensional surface settlement calculation: 三维地表沉降计算公式： Three-dimensional surface settlement calculation formula: 其中：D1(y)、D2(y)、D3(y)、D4(y)为纵向任一断面的4个积分区域；Among them: D 1 (y), D 2 (y), D 3 (y), D 4 (y) are the four integral areas of any longitudinal section; 式中：二重积分的上下限分别为：a＝-t-R；b＝-t； a1(y)＝-t-(R-g(y)/2)；b1＝-t； In the formula: the upper and lower limits of the double integral are: a=-tR; b=-t; a 1 (y)=-t-(Rg(y)/2); b 1 =-t; 式中：二重积分的上下限分别为：e＝t；f＝t+R； e1＝t；f1(y)＝t+(R-g(y)/2)； In the formula: the upper and lower limits of the double integral are: e=t; f=t+R; e 1 =t; f 1 (y)=t+(Rg(y)/2); 式中：二重积分的上下限分别为：j＝-t；l＝t；m＝w1-R；n(y)＝w2-(R-g(y)/2)；In the formula: the upper and lower limits of the double integral are: j=-t; l=t; m=w 1 -R; n(y)=w 2 -(Rg(y)/2); 式中：二重积分的上下限分别为：j1＝-t；l1＝t；m1(y)＝w2+(R-g(y)/2)；n1＝w1+R；In the formula: the upper and lower limits of the double integral are: j 1 =-t; l 1 =t; m 1 (y)=w 2 +(Rg(y)/2); n 1 =w 1 +R; m为修正系数；m is the correction coefficient; εmax为地表沉降趋于稳定时的最大土体损失率； εmax is the maximum soil loss rate when the surface settlement tends to be stable; 因此，根据现场施工参数：隧道开挖面轴线埋深w1、土体损失百分率ε、左右两个半圆的圆心距离S、开挖面轮廓半圆的半径R、土的内摩擦角开挖面收敛模式参数α、纵向土体损失率修正参数m，从而计算得到预测类矩形盾构隧道开挖引起的地表计算点的沉降值，实现类矩形盾构隧道开挖引起的地表沉降的预测，防止施工时沉降过大引发安全事故。Therefore, according to the on-site construction parameters: the buried depth w 1 of the tunnel excavation face axis, the percentage of soil loss ε, the distance S between the centers of the left and right semicircles, the radius R of the semicircle of the excavation face profile, and the internal friction angle of the soil The convergence mode parameter α of the excavation surface and the correction parameter m of the longitudinal soil loss rate are calculated to obtain the settlement value of the surface calculation point caused by the excavation of the similar rectangular shield tunnel, and realize the calculation of the surface settlement caused by the excavation of the similar rectangular shield tunnel. Prediction to prevent safety accidents caused by excessive settlement during construction.
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