CN101915106B - Optimal tunneling speed control method for built tunnel shield driving - Google Patents

Abstract

The invention discloses an optimal tunneling speed control method for built tunnel shield driving, which is characterized in that the optimal tunneling speed of the built tunnel shield driving is calculated on the basis of an optimal control principle so that the turbulence intensity and time of the built tunnel shield driving can be controlled. The optimal tunneling speed control method is realized by the following main steps of: (1) selecting a region with geological conditions similar to those of a driving point by comparison; (2) building an optimal flyover crossing tunnel system stability control model based on the optimal control principle; (3) deducing the quantitative expression of the optimal tunneling speed at the driving point; (4) drawing a turbulence intensity and time curve; and (5) combining the actual conditions (construction conditions, cost of a construction project and a construction period) of the project to determine the optimal tunneling speed of the built tunnel shield driving. The optimal tunneling speed control method for the built tunnel shield driving has the advantages that: a shield driving speed control method which takes the turbulence intensity and the time into consideration is provided and has a strict theoretic basis; the reliability estimation and risk evaluation of the shield driving are made in advance; and thus, the risks of the built tunnel shield driving are reduced.

Description

Under a kind of shield structure, wear the best driving speed control method of established tunnel

Technical field

The invention belongs to tunnel and underground construction technical field, the best driving speed control method of wearing established tunnel under a kind of shield structure is provided, mainly utilize optimal control theory to try to achieve the optimum speed of shield driving, thereby control strength of turbulence and the timeliness of under shield structure, wearing established tunnel.

Technical background

In recent years the fast development of subway engineering, has formed Urban Large scale underground traffic network structure, and the phenomenon that makes shield structure closely pass through established tunnel gets more and more, and also makes the increase of stability control difficulty, the risk of established tunnel increase.This wherein, the driving speed of wearing established tunnel under shield structure is one of deciding factor affecting its stability.Therefore, under shield structure, wear in established tunnel process, need the strict driving speed of controlling, avoid occurring the larger fluctuation of speed.If excessive velocities, makes front of tunnel heading stress, displacement superposed too fast, disturbance strengthens, and easily causes soil pressure to increase, and stability control difficulty increases, and produces slip casting and owes the full series of problems that waits; If speed is excessively slow, extend the disturbance time to stratum, and then extended the stability control time in its crossing process, may promote Rock Creep.But at present in Practical Project, the best driving speed of wearing under shield structure generally rule of thumb determines, or a small amount of numerical simulation analysis in addition, lack scientific basis, there is certain limitation and risk, be difficult to meet engineering actual demand comprehensively.For this reason, the present invention is based on optimal control theory has set up under shield structure through existing tunnel stability Optimal Control Model in journey, the best driving speed control method of wearing established tunnel under a kind of shield structure is provided, thereby provide scientific basis for wearing speed control under shield structure, also for wearing engineering design under shield structure, construction provides very valuable guidance.

Summary of the invention

The object of the present invention is to provide the best driving speed control method of wearing established tunnel under a kind of shield structure, control strength of turbulence and the timeliness of under shield structure, wearing established tunnel, to make up the scientific deficiency of definite shortage of the speed of wearing under existing shield structure.

In order to realize foregoing invention object, the technical scheme of employing is as follows:

Under shield structure, wear a best driving speed control method for established tunnel, realize as follows:

Geological mapping data based on whole shield tunnel project or neighbouring area, than select under wear the similar region of geological conditions, place; According to the surrouding rock deformation monitored data rule of similar area in shield structure crossing process, the non-linear dynamic model and the standard that develop in conjunction with graded crossing tunnel system, utilize optimal control theory, under establishment, the state equation of the place's of wearing tunnel system, border (constraint) condition, control variables (allowing control), performance indications, set up stability Optimal Control Model; On this basis, use maximum principle, under inquiring into, wear the quantitative expression of the best driving speed in place; Finally, the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, pass through iterative computation, draw strength of turbulence and Time-activity-curve, and comparison strength of turbulence and timeliness, incorporation engineering physical condition (execution conditions, construction costs, duration), obtains the best driving speed of wearing established tunnel under shield structure.

Advantage of the present invention has been to provide the control method of wearing speed under a shield structure of considering strength of turbulence and timeliness, has strict principle foundation, makes in advance reliability prediction and risk assessment to wearing under shield structure, thus the risk of wearing established tunnel under reduction shield structure.

Brief description of the drawings

The non-linear dynamic model that accompanying drawing 1 graded crossing tunnel system develops.

Accompanying drawing 2 graded crossing tunnel system stability nonlinear kinetics criterions.

Under accompanying drawing 3 shield structures, wear strength of turbulence and the Time-activity-curve schematic diagram of established tunnel.

Accompanying drawing 4 graded crossing Tunnel Stabilities are dynamically controlled general principle sketch.

The best driving speed of accompanying drawing 5 real-time cases calculates diagram.

Detailed description of the invention

Below in conjunction with accompanying drawing, the present invention is described further.

The present invention includes following steps:

(1) the geological mapping data based on whole shield tunnel project or neighbouring area, than select under wear the similar region of geological conditions, place, comprising thickness and basic Geotechnical Parameter than selecting Different Strata kind, each stratum.

(2), according to the surrouding rock deformation monitored data rule of similar area in shield structure crossing process, set up the non-linear dynamic model D that graded crossing tunnel system develops _eC(as shown in Figure 1):

$D_{\mathrm{EC}}=\frac{\underset{k=1}{\overset{n}{\mathrm{\Σ}}}\underset{V_k}{\∫}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}H[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})]\mathrm{dV}}{\underset{V}{\∫\∫\∫}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}\left|\right[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})\left]\right|\mathrm{dV}}$

(3) set up stability criteria (as shown in Figure 2):

$C_D:U_I^C,U_{\mathrm{II}}^C=U_C=m_U(U_I+U_{\mathrm{II}})$

(4) utilize optimal control theory, under establishment, the state equation of the place's of wearing tunnel system, border (constraint) condition, control variables (allowing control), performance indications, set up stability Optimal Control Model

(5) according to graded crossing tunnel system stability Optimal Control Model, use maximum principle, under inquiring into, the quantitative expression of the best driving speed in the place of wearing is

(6) the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, by iterative computation, draws strength of turbulence and Time-activity-curve, as shown in Figure 3.Wherein, strength of turbulence mainly refers to and under shield structure, wears the displacement that under impact, existing tunnel occurs, the concentrated expression of stress; Disturbance timeliness mainly refers to wears the impact of time length on existing tunnel stability under shield structure; The non-linear dynamic model D that the two all can develop by graded crossing tunnel system _eCthe stability status of trying to achieve characterizes.

(7) based on strength of turbulence and Time-activity-curve, use graded crossing Tunnel Stability dynamically to control general principle (as shown in Figure 4), relatively strength of turbulence and timeliness, and incorporation engineering physical condition (execution conditions, construction costs, duration), obtain the best driving speed of wearing established tunnel under shield structure.

Case study on implementation:

The present embodiment is applied to the best driving speed control method of wearing established tunnel under a kind of shield structure under Guangzhou Zhujiang New City passenger automatic conveying system (being called for short transporting something containerized system) and wears Subway Line 1 construction of tunnel.Application process is as follows:

(1) according to the geological mapping data of this project and shield structure parameter, choosing transporting something containerized system, to wear down Subway Line 1 tunnel area be for the first time similar area, controls it and pass through for the second time the driving speed at place.

(2), according to the surrouding rock deformation monitored data rule of similar area in shield structure crossing process, set up the nonlinear kinetics that graded crossing tunnel system develops

Model is $\left\{\begin{array}{cc}I:U_I\→U_I^C& \left(A\right)\\ \mathrm{II}:U_{\mathrm{II}}\→U_{\mathrm{II}}^C& \left(B\right)\\ C_D:U_I^C,U_{\mathrm{II}}^C=U_C=m_U(U_I+U_{\mathrm{II}})& \left(C\right)\\ D_{\mathrm{EC}}=\frac{\underset{k=1}{\overset{n}{\mathrm{\Σ}}}\underset{V_k}{\∫\∫\∫}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}H[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})]\mathrm{dV}}{\underset{V}{\∫\∫\∫}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}\left|\right[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})\left]\right|\mathrm{dV}}& \left(D\right)\end{array}\right.$

On this basis, set up stability Optimal Control Model, inquire into for the second time the quantitative expression of the best driving speed in the place of wearing down and be

${\stackrel{\·}{U}}_{\mathrm{DCi},j}\begin{array}{c}\≈{\∫}^3\sqrt{\±(2+k_D{e}^{\frac{B}{C}t})+\sqrt{\left(\frac{{(2+k_D{e}^{\frac{B}{C}t})}^2}{2}\right)+\left(\frac{{[\±(2+k_D{e}^{\frac{B}{C}t})]}^3}{3}\right)\mathrm{dt}}}\\ +{\∫}^3\sqrt{\±(2+k_D{e}^{\frac{B}{C}t})-\sqrt{\left(\frac{{(2+k_D{e}^{\frac{B}{C}t})}^2}{2}\right)+\left(\frac{{[\±(2+k_D{e}^{\frac{B}{C}t})]}^3}{3}\right)\mathrm{dt}+k_{\mathrm{DC}}\·t}}\end{array}$

(3) the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, pass through iterative computation, relatively strength of turbulence and timeliness, obtains the interval 30mm/min-39mm/min of being of best driving speed that wears established tunnel under shield structure, as shown in Figure 5.

(4) incorporation engineering physical condition (execution conditions, construction costs, duration), determines that it is 35mm/min that the best is entered speed.

Claims (9)

1. a best driving speed control method of wearing established tunnel under shield structure, is characterized in that: comprise following step:

1. the address prospecting data based on whole shield tunnel project or neighbouring area, than select under wear the similar region of place's geological conditions;

2. set up non-linear dynamic model and stability criteria that graded crossing tunnel system develops:

$\left\{\begin{array}{cc}I:U_I\→U_I^C& \left(A\right)\\ \mathrm{II}:U_{\mathrm{II}}\→U_{\mathrm{II}}^C& \left(B\right)\\ C_D:U_I^C,U_{\mathrm{II}}^C=U_C=m_U(U_I+U_{\mathrm{II}})& \left(C\right)\\ D_{\mathrm{EC}}=\frac{\underset{k=1}{\overset{n}{\mathrm{\Σ}}}\underset{V_k}{\text{\∫\∫\∫}}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}H[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})]\mathrm{dV}}{\underset{V}{\∫\∫\∫}\underset{j=1}{\overset{m}{\mathrm{\Σ}}}\underset{i=j+1}{\overset{m}{\mathrm{\Σ}}}\left|\right[{\stackrel{\stackrel{\‾}{\·\·}}{U}}_{\mathrm{CS}}-({\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Ci}}-{\stackrel{\stackrel{\‾}{\·}}{U}}_{\mathrm{Cj}})\left]\right|\mathrm{dV}}& \left(D\right)\end{array}\right.$

Utilize optimal control theory, under establishment, wear state equation, edge-restraint condition, control variables, the performance indications of place's tunnel system, set up stability Optimal Control Model:

$J_D={\∫}_{t_0}^{t_f}(\frac{\stackrel{\·}{U}}{{\stackrel{\·}{U}}_{\mathrm{al}}}-\frac{\∂D_{\mathrm{EC}}}{\∂t})\mathrm{dt}-D_{\mathrm{EC}}\left(t_0\right);$

3. use maximum principle, under inquiring into, wear the quantitative expression of the best driving speed in place:

$\begin{array}{c}{\stackrel{\·}{U}}_{\mathrm{DCi},\tilde{j}}\≈{\∫}^3\sqrt{\±(2+k_D{e}^{-\frac{B}{C}t})+\sqrt{\left(\frac{{(2+k_D{e}^{-\frac{B}{C}t})}^2}{2}\right)+\left(\frac{{[\±(2+k_D{e}^{-\frac{B}{C}t})]}^3}{3}\right)}}\mathrm{dt}\\ +{\∫}^3\sqrt{\±(2+k_D{e}^{-\frac{B}{C}t})-\sqrt{\left(\frac{{(2+k_D{e}^{-\frac{B}{C}t})}^2}{2}\right)+\left(\frac{{[\±(2+k_D{e}^{-\frac{B}{C}t})]}^3}{3}\right)}}\mathrm{dt}+k_{\mathrm{DC}}\·t\end{array}$

4. the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, pass through iterative computation, draw strength of turbulence and Time-activity-curve, and comparison strength of turbulence and timeliness, incorporation engineering practice of construction condition, construction costs, duration, obtain the best driving speed of wearing established tunnel under shield structure.

2. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the similar area of described step in 1., it is the geological mapping data based on whole shield tunnel project or neighbouring area, than select under wear the similar region of geological conditions, place, comprising thickness and basic Geotechnical Parameter than selecting Different Strata kind, each stratum.

3. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the stability Optimal Control Model of described step in 2., non-linear dynamic model and the stability criteria by developing in conjunction with graded crossing tunnel system, utilize optimal control theory, under establishment, the state equation of the place's of wearing tunnel system, edge-restraint condition, control variables, performance indications are set up.

4. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the quantitative expression of wearing the best driving speed of established tunnel under the shield structure of described step in 3., according to graded crossing tunnel system stability Optimal Control Model, use maximum principle inquire into and quantitative expression.

5. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the strength of turbulence of described step in 4., be under shield structure, to wear the displacement that under impact, existing tunnel occurs, the concentrated expression of stress, the stability status that the non-linear dynamic model developing by graded crossing tunnel system is tried to achieve characterizes.

6. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the disturbance timeliness of described step in 4., be under shield structure, to wear the impact of time length on existing tunnel stability, the stability status that the non-linear dynamic model developing by graded crossing tunnel system is tried to achieve characterizes.

7. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: the best driving speed of described step in 4., based on strength of turbulence and Time-activity-curve, by comparing strength of turbulence and timeliness, and incorporation engineering practice of construction condition, construction costs, duration, obtain the best driving speed of wearing established tunnel under shield structure.

8. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: non-linear dynamic model and stability criteria that the graded crossing tunnel system of described step in 4. develops are to set up according to the surrouding rock deformation monitored data rule of similar area in shield structure crossing process.

9. the best driving speed control method of wearing established tunnel under a kind of shield structure according to claim 1, it is characterized in that: strength of turbulence and the Time-activity-curve of described step in 4., be that the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, draw by iterative computation.