CN101915106A - 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

Wear the best driving speed control method of established tunnel under a kind of shield structure

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, thus the strength of turbulence and the timeliness of wearing established tunnel under the control shield structure.

Technical background

In recent years the fast development of subway engineering has formed the city and has descended the transportation network structure on a large scale, and the phenomenon that makes the shield structure closely pass through established tunnel gets more and more, and makes that also the stability control difficulty of established tunnel increases, risk increases.This wherein, the driving speed of wearing established tunnel under the shield structure is to influence one of its stable deciding factor.Therefore, wear under the shield structure in the established tunnel process, need strict control driving speed, avoid occurring speed than great fluctuation process.If excessive velocities then 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 a series of problems such as full; If speed is slow excessively, then prolonged the disturbance time, and then prolonged the stability control time in its crossing process the stratum, may promote Rock Creep.But in the present actual engineering, the best driving speed of wearing under the shield structure generally is what rule of thumb to determine, or a spot of numerical simulation analysis in addition, lacks scientific basis, has certain limitation and risk, is difficult to satisfy the engineering actual demand comprehensively.For this reason, the present invention is based on optimal control theory has set up and has passed in the journey existing tunnel stability Optimal Control Model under the shield structure, 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 the shield structure, also for wear engineering design under the 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 the strength of turbulence and the timeliness of wearing established tunnel under the shield structure, to remedy definite deficiency that lacks science of the speed of wearing under the existing shield structure.

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

Wear the best driving speed control method of established tunnel under a kind of shield structure, realize as follows:

Based on the geological mapping data of whole shield tunnel project or neighbouring area, than selecting and wearing the similar zone of geological conditions, place down; Surrouding rock deformation monitored data rule according to similar area in the shield structure crossing process, non-linear dynamic model and standard in conjunction with the evolution of graded crossing tunnel system, utilize optimal control theory, establish state equation, border (constraint) condition, control variables (allowing control), the performance indications of the place's of wearing tunnel system down, set up stable Optimal Control Model; On this basis, the utilization maximum principle is inquired into the quantitative expression of wearing the best driving speed in place down; At last, 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, in conjunction with engineering physical condition (execution conditions, construction costs, duration), obtain to wear under the shield structure the best driving speed of established tunnel.

Advantage of the present invention has provided the control method of the speed of wearing under the shield structure of considering strength of turbulence and timeliness, has strict principle foundation, and make reliability in advance and estimate and the risk evaluation wearing under the shield structure, thus the risk of wearing established tunnel under the reduction shield structure.

Description of drawings

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

Accompanying drawing 2 graded crossing tunnel systems stability nonlinear kinetics criterion.

Wear the strength of turbulence and the Time-activity-curve schematic diagram of established tunnel under the accompanying drawing 3 shield structures.

Accompanying drawing 4 graded crossing tunnels stability is control basic principle sketch dynamically.

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

The specific embodiment

The present invention is described further below in conjunction with accompanying drawing.

The present invention includes following steps:

(1) based on the geological mapping data of whole shield tunnel project or neighbouring area, than selecting and wear down the similar zone of geological conditions, place, comprising than thickness that selects Different Strata kind, each stratum and basic ground parameter.

(2), set up the non-linear dynamic model D that the graded crossing tunnel system develops according to the surrouding rock deformation monitored data rule of similar area in the shield structure crossing process _EC(as shown in Figure 1) and stability criteria (as shown in Figure 2); Utilize optimal control theory, establish state equation, border (constraint) condition, control variables (allowing control), the performance indications of the place's of wearing tunnel system down, set up stable Optimal Control Model

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

(4) the surrouding rock deformation monitored data with 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 is meant and is wearing the displacement that existing tunnel takes place under the influence, the concentrated expression of stress under the shield structure; The disturbance timeliness mainly is meant wears the influence of time length to existing tunnel stability under the shield structure; The two all can be by the non-linear dynamic model D of graded crossing tunnel system evolution _ECThe stability status of trying to achieve characterizes.

(5) based on strength of turbulence and Time-activity-curve, utilization graded crossing tunnel stability is control basic principle (as shown in Figure 4) dynamically, compare strength of turbulence and timeliness, and, obtain to wear under the shield structure the best driving speed of established tunnel in conjunction with engineering physical condition (execution conditions, construction costs, duration).

Case study on implementation:

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

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

(2) according to the surrouding rock deformation monitored data rule of similar area in the shield structure crossing process, the non-linear dynamic model of setting up the evolution of graded crossing tunnel system 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 stable Optimal Control Model, inquiring into for the second time down, the quantitative expression of the best driving speed in the place of wearing is

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

$+\∫\sqrt[3]{\±(2+k_D{e}^{-\frac{B}{C}t})-\sqrt{\left(\frac{{(2+k_D{e}^{-\frac{B}{C}t})}^2}{2}\right)+\left(\frac{{[\±(2+k_D{e}^{-\frac{B}{C}t})]}^3}{3}\right)}}\mathrm{dt}+k_{\mathrm{DC}}\·t$

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

(4), determine that it is 35mm/min that the best is advanced speed in conjunction with engineering physical condition (execution conditions, construction costs, duration).

Claims (9)

1. the invention provides the best driving speed control method of wearing established tunnel under a kind of shield structure, it is characterized in that: try to achieve the best driving speed of wearing established tunnel under the shield structure based on optimal control theory, thus the strength of turbulence and the timeliness of wearing established tunnel under the control shield structure.

2. according to claim 1 based on optimal control theory, it is characterized in that: in conjunction with the non-linear dynamic model and the stability criteria of graded crossing tunnel system evolution; Utilize optimal control theory, establish state equation, border (constraint) condition, control variables (allowing control), the performance indications of the place's of wearing tunnel system down, set up stable Optimal Control Model.

3. wear the best driving speed of established tunnel under the shield structure according to claim 1, it is characterized in that: according to graded crossing tunnel system stability Optimal Control Model, the utilization maximum principle is inquired into the quantitative expression of wearing the best driving speed in place down.

4. strength of turbulence according to claim 1, it is characterized in that: wearing the displacement that existing tunnel takes place under the influence, the concentrated expression of stress under the shield structure, can characterize by the stability status that the non-linear dynamic model that the graded crossing tunnel system develops is tried to achieve.

5. disturbance timeliness according to claim 1 is characterized in that: wear the influence of time length to existing tunnel stability under the shield structure, can characterize by the stability status that the non-linear dynamic model that the graded crossing tunnel system develops is tried to achieve.

6. the strength of turbulence and the timeliness of wearing established tunnel under the control shield structure according to claim 1, it is characterized in that: based on strength of turbulence and Time-activity-curve, by comparing strength of turbulence and timeliness, and, obtain to wear under the shield structure the best driving speed of established tunnel in conjunction with engineering physical condition (execution conditions, construction costs, duration).

7. non-linear dynamic model and stability criteria that graded crossing tunnel system according to claim 2 develops, it is characterized in that: the surrouding rock deformation monitored data rule according to similar area in the shield structure crossing process is set up.

8. strength of turbulence according to claim 6 and Time-activity-curve is characterized in that: the surrouding rock deformation monitored data of similar area is brought in the quantitative expression of best driving speed, draws by iterative computation.

9. according to claim 6 and 8 described similar areas, it is characterized in that: based on the geological mapping data of whole shield tunnel project or neighbouring area, than selecting and wear down the similar zone of geological conditions, place, comprising than thickness that selects Different Strata kind, each stratum and basic ground parameter.

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