CN113361151A - Analysis and evaluation method for shield underpass construction - Google Patents
Analysis and evaluation method for shield underpass construction Download PDFInfo
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Abstract
The invention discloses an analysis and evaluation method for shield underpass construction, and relates to the field of engineering construction. The analysis and evaluation method for shield underpass construction comprises the following steps: selecting rock soil and a structural object within the range of the shield underpass node; simplifying the model; establishing a model, wherein a three-dimensional finite element model is established by adopting Plaxis3D, the bottom of a geometric model is applied with complete fixed constraint, the two sides of the geometric model are applied with vertical sliding constraint, the surface of the model is a free boundary, and the soil body is simulated by adopting a soil body hardening model; and analyzing and evaluating the calculation result. According to the method, reasonable construction control parameters and controllable protection indexes of the shield underpass are set by analyzing and evaluating the shield underpass construction, reliable advanced estimation and judgment are provided for construction control of risk factors in the shield underpass construction, effective control and adjustment are performed on the shield underpass construction, stratum settlement and the like are prevented, and the tunneling precision and quality of the shield construction are improved.
Description
Technical Field
The invention relates to the technical field of engineering construction, in particular to an analysis and evaluation method for shield underpass construction.
Background
The shield method is a construction method for performing operations such as tunnel excavation using a shield. A construction method for tunneling a tunnel in a soft foundation or a broken rock stratum by using a shield. However, in the process of shield tunneling, the surrounding environment of construction, existing tunnel subway lines, building foundations, underground pipelines, and the like may exceed a controllable range due to the shield tunneling construction of the newly-built tunnel, so that potential risks such as safety are brought. Therefore, the influence of the downward penetration of the newly-built tunnel shield on the existing tunnel can be seen, and even the normal operation of the existing tunnel and the like can be influenced. Therefore, effective analysis and evaluation are carried out on the under-penetration construction of the new shield, and the method has important practical application significance.
Disclosure of Invention
In view of this, embodiments of the present invention provide an analysis and evaluation method for shield tunneling construction, which can perform analysis and evaluation on shield tunneling construction, thereby setting reasonable shield tunneling construction control parameters and controllable protection indexes, and further providing reliable advance estimation and judgment for construction control of risk factors in shield tunneling construction, effectively controlling and adjusting shield tunneling construction, preventing stratum settlement and the like, improving tunneling accuracy and quality of shield construction, thereby avoiding risk hazards such as deformation of existing tunnels and newly-built tunnels, and improving safety factors of construction.
In order to achieve the above object, according to an aspect of an embodiment of the present invention, there is provided an analysis and evaluation method for shield tunneling construction, including: selecting rock soil and a structural object within the range of the shield underpass node; simplifying the model; establishing a model, wherein a three-dimensional finite element model is established by adopting Plaxis3D, the bottom of a geometric model is applied with complete fixed constraint, the two sides of the geometric model are applied with vertical sliding constraint, the surface of the model is a free boundary, and the soil body is simulated by adopting a soil body hardening model; and analyzing and evaluating the calculation result.
Optionally, the simplified model further comprises: simplifying the position relation between the newly built tunnel and the existing tunnel; and simplifying the formation.
Optionally, simplifying the position relationship between the new tunnel and the existing tunnel includes: and respectively establishing a calculation model for the left line and the right line of the newly-built tunnel, wherein the center distance between the left line and the right line of the newly-built tunnel is 40m, the newly-built tunnel exists before and after the shield underpass construction, the gradient of the newly-built tunnel is 0, the burial depth is the highest point, and the newly-built tunnel and the existing tunnel at the underpass node of the shield are simplified into straight lines.
Optionally, simplifying the formation comprises: filtering the middle layer, and only retaining the 2-2, 4N-2, 7-3 and 9-3 strata; and a cohesion parameter of supplement 2-2, wherein the 9-3 compression modulus is 150000 and the side pressure coefficient is 0.3.
Optionally, in the newly-built model, the stratum loss rate is 0.6%, and the simulation of the construction process is performed step by step according to the actual construction sequence.
Optionally, the construction process simulation is divided into 5 calculation conditions in sequence: the newly-built tunnel is close to the existing tunnel; the newly-built tunnel driving surface reaches the boundary of the existing tunnel; the newly-built tunnel driving surface reaches the bottom of the existing tunnel; the newly-built tunnel driving surface reaches the other side boundary of the existing tunnel; and the newly-built tunnel reaches the boundary of the model.
Optionally, the three-dimensional finite element model has a total length of 100m, a total width of 100m and a depth of 40 m.
Optionally, analyzing the evaluation calculation comprises: and for the left line or the right line of the newly-built tunnel, the shield machine passes through the existing tunnel, different sections are selected, and the settlement rules of the existing tunnel and the newly-built tunnel are obtained through data extraction lines with different sections.
Optionally, when the left line or the right line of the newly-built tunnel is shield-driven to pass through the existing tunnel: the existing tunnel settlement is settled along the longitudinal direction of the excavation line, wherein the closer the newly-built tunnel shield is to the existing tunnel, the larger the influence on the existing tunnel is; the settlement of the newly-built tunnel is gradually developed, and the settlement of the earth surface above the newly-built tunnel is reduced at the overlapping part of the newly-built tunnel and the existing tunnel; and the maximum ground surface sedimentation amount of the newly-built tunnel is larger than that of the existing tunnel, and the maximum ground surface sedimentation amount ratio of the existing tunnel to the newly-built tunnel is in a first numerical range.
Optionally, for the left line construction of the newly built tunnel, the maximum ground surface settlement ratio of the existing tunnel and the newly built tunnel is a first proportion, and for the right line construction of the newly built tunnel, the maximum ground surface settlement ratio of the existing tunnel and the newly built tunnel is a second proportion, and the values of the first proportion and the second proportion are between a first value range.
One embodiment of the above invention has the following advantages or benefits: the method can analyze and evaluate the shield underpass construction, thereby setting reasonable construction control parameters and controllable protection indexes of the shield underpass, further providing reliable prediction and judgment in advance for the construction control of risk factors in the shield underpass construction, effectively controlling and adjusting the shield underpass construction, preventing stratum settlement and the like, avoiding the risk hazards of deformation and the like of the existing tunnel and the newly-built tunnel, improving the safety factor of the construction, and improving the tunneling precision and quality of the shield construction.
Further effects of the above-mentioned non-conventional alternatives will be described below in connection with the embodiments.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise. In the drawings:
fig. 1 is a schematic view of a main flow of an analysis evaluation method for shield tunneling construction according to an embodiment of the present invention.
Fig. 2 is a schematic plan view of a shield underpass according to an embodiment of the present invention.
Fig. 3 is a schematic cross-sectional view of a left line of a newly built tunnel according to an embodiment of the present invention.
Fig. 4 is a schematic cross-sectional view of a right line of a newly built tunnel according to an embodiment of the present invention.
Fig. 5 is a schematic diagram of a left line calculation model of a newly-built tunnel and a tunnel position relationship according to an embodiment of the present invention.
Fig. 6 is a schematic diagram of a calculation model of a right line of a newly-built tunnel and a relationship between tunnel positions according to an embodiment of the present invention.
FIG. 7 is a schematic illustration of a calculated condition of a finite element construction process simulation according to an embodiment of the invention.
Fig. 8 is a schematic diagram of a cross section of a calculation result analysis of a left line of a newly built tunnel according to an embodiment of the present invention.
Fig. 9 is a schematic diagram of a sinking curve of an existing tunnel when a left line shield of a newly-built tunnel passes through the existing tunnel.
Fig. 10 is a schematic diagram of a newly-built tunnel settlement curve when a left-line shield of the newly-built tunnel passes through an existing tunnel.
Fig. 11 is a schematic diagram of a cross section of analysis of calculation results of a newly-built tunnel right line according to an embodiment of the present invention.
Fig. 12 is a schematic diagram of a sinking curve of an existing tunnel when a right shield of a newly-built tunnel passes through the existing tunnel.
Fig. 13 is a schematic diagram of a newly-built tunnel settlement curve when a right shield of the newly-built tunnel passes through an existing tunnel.
Detailed Description
Exemplary embodiments of the present invention are described below with reference to the accompanying drawings, in which various details of embodiments of the invention are included to assist understanding, and which are to be considered as merely exemplary. Accordingly, those of ordinary skill in the art will recognize that various changes and modifications of the embodiments described herein can be made without departing from the scope and spirit of the invention. Also, descriptions of well-known functions and constructions are omitted in the following description for clarity and conciseness.
According to an aspect of an embodiment of the present invention, an analysis and evaluation method for shield tunneling construction is provided based on fig. 1 to 13.
Fig. 1 is a schematic view of a main flow of an analysis evaluation method for shield tunneling construction according to an embodiment of the present invention.
As shown in fig. 1, the analysis and evaluation method for shield tunneling construction of the present invention mainly includes the following four steps: step S1, rock soil and structural objects within the range of the shield underpass node are selected; step S2, simplifying the model; s3, establishing a model, wherein a three-dimensional finite element model is established by adopting a Plaxis3D, the bottom of the geometric model is applied with complete fixed constraint, vertical sliding constraints are applied on two sides of the geometric model, the surface of the model is a free boundary, and the soil body is simulated by adopting a soil body hardening model; and step S4, analyzing and evaluating the calculation result. Reasonable control protection indexes and reasonable construction parameters are formulated through calculation and analysis of engineering analogy, numerical simulation, analytic methods and the like, so that the safety and reliability of the existing line are guaranteed, and the settlement, the uplift convergence, the horizontal displacement and the like of the existing line caused by tunnel construction can be controlled within the allowable range of environmental conditions.
The individual method steps of the invention are described in detail below with reference to fig. 2 to 13.
Fig. 2 is a schematic plan view of a shield underpass according to an embodiment of the present invention. As shown in fig. 2, the left line and the right line of the newly-built tunnel are respectively shield to downwards penetrate through the existing tunnel, and there is a sequential construction sequence. In addition, the left line of the newly built tunnel passes through the existing tunnel at an included angle of about 34 degrees, and the right line of the newly built tunnel passes through the existing tunnel at an included angle of about 19 degrees.
The embodiment of the invention adopts a three-dimensional finite element numerical calculation method to analyze the influence of the newly-built tunnel shield to the existing tunnel when the shield passes through the existing tunnel. In step S1 of the present invention, rock and soil and structural objects within the range of the shield underpass node are selected. For example, the geological conditions of the construction project corresponding to the present invention are as follows: the right-line shield passes through the outlet section line section tunnel of the overlap section downwards and mainly comprises sea-land intersection (silt) fine sand, a hard plastic powdery clay layer and strongly weathered siltstone through the stratum; the upper part of the tunnel is lake water and sea-land mutual (silt) fine sand; and the tunnel at the left lower crossing overlapping section outlet section mainly passes through the fine sand of sea-land crossing (silty), a hard plastic powdery clay layer and the completely weathered siltstone, the upper part of the tunnel is an artificial fill layer, and the fine sand of sea-land crossing (silty) is fine sand.
In step S2 of the present invention, the model is simplified. For example, the simplified model includes: simplifying the position relation between the newly built tunnel and the existing tunnel; and simplifying the formation.
Firstly, in the process of simplifying the position relationship between a newly-built tunnel and an existing tunnel, a calculation model is respectively established for a left line and a right line of the newly-built tunnel, wherein the center distance between the left line and the right line of the newly-built tunnel is 40m, the left line and the right line exist before and after the shield underpass construction, the gradient of the newly-built tunnel is 0 for example, the burial depth is the highest point, and the newly-built tunnel and the existing tunnel at the underpass node of the shield are simplified into straight lines. Specifically, aiming at simplification of the position relationship between the newly-built tunnel and the existing tunnel, the center distance between the left line and the right line of the newly-built tunnel is about 40m, and the left line and the right line of the newly-built tunnel are successively constructed, so that construction sequence exists, but the mutual influence between the left line and the right line is not considered in the calculation, and calculation models are respectively established for the left line and the right line. The construction range of the newly-built tunnel and the principle that the closer and the more dangerous the existing tunnel are, the shield machine always tunnels in the downhill, the newly-built tunnel is considered to be 0 gradient, the highest point is taken in the buried depth, and the calculation result is more conservative. The newly-built tunnel can be regarded as a straight line at the node under the shield, while the existing tunnel has a certain curvature, but the modeling range is considered to be smaller, and the existing tunnel is simplified into a straight line.
On the other hand, in addition to simplifying the position relationship between the newly constructed tunnel and the existing tunnel, the stratum also needs to be simplified. Fig. 3 is a schematic cross-sectional view of a left line of a newly built tunnel according to an embodiment of the present invention. Fig. 4 is a schematic cross-sectional view of a right line of a newly built tunnel according to an embodiment of the present invention. The calculated sections of the newly created tunnel left line and the newly created tunnel right line determined in fig. 3 and 4 correspond to step-simplified strata. Specifically, in the simplified formation, for example, there are included: filtering the middle layer, and only retaining the 2-2, 4N-2, 7-3 and 9-3 strata; and a cohesion parameter of supplementary 2-2, 9-3 compression modulus was considered to be 150000 and side pressure coefficient was considered to be 0.3. This is because, in reality, the soil layer interlayer and the layering are poor, the most unfavorable working condition is considered as a principle, and some intermediate layers are filtered, for example, only the strata of 2-2, 4N-2, 7-3, 9-3, etc. are reserved. In addition, due to the lack of partial formation parameters, a 2-2 cohesion parameter was empirically supplemented, a 9-3 compression modulus was considered of 150000 and a lateral pressure coefficient of 0.3. For example, in connection with a survey, the formation being constructed is mostly fine sand with few sticky particles, and thus the 2-2 cohesion parameter is considered to be 0.
In step S3 of the invention, a model is established in which a three-dimensional finite element model is established using Plaxis3D, a completely fixed constraint is applied to the bottom of the geometric model, vertical sliding constraints are applied to both sides, the model surface is a free boundary, and in which the soil is simulated using a soil hardening model. Fig. 5 is a schematic diagram of a left line calculation model of a newly-built tunnel and a tunnel position relationship according to an embodiment of the present invention. Fig. 6 is a schematic diagram of a calculation model of a right line of a newly-built tunnel and a relationship between tunnel positions according to an embodiment of the present invention.
Specifically, for example, a three-dimensional finite element model is created by using Plaxis3D, and the model has a total length of 100m, a total width of 100m, and a depth of 40 m. For example, the geometric model bottom imposes a completely fixed constraint, the two sides impose a vertical sliding constraint, and the model surface is a free boundary. For example, soil is simulated by a soil hardening model, and soil layer calculation parameters are valued by combining the geological survey report of the project and related project experience.
In step S3 of the embodiment of the present invention, the stratum loss rate is 0.6%, and the simulation of the construction process is performed step by step according to the actual construction sequence.
Specifically, to stratum loss rate value, because the shield casing external diameter is greater than the section of jurisdiction external diameter in the shield tunnel construction process, and shield tail synchronous slip casting can have untimely and insufficient problem, makes the soil body to the radial gathering of section of jurisdiction, arouses stratum deformation and earth's surface subside, the so-called stratum loss. The stratum loss rate is considered to be 0.6 percent in the calculation, the stratum loss rate is a relatively general control level presented by soil pressure balance shield tunneling in an empirical soft soil stratum, and the weathered rock section stratum characteristics corresponding to the construction applying the method are better than that of the empirical soft soil stratum, so that the stratum loss rate is considered to be 0.6 percent by combining the whole control level of the construction without considering unconventional states such as accidental poor control of shield posture, accidental mutation of the stratum of a shield tunneling surface and the like, and the stratum loss rate belongs to relatively safe conservative consideration at the construction site.
According to the working condition setting, in the Plaxis3D finite element software, the construction process simulation is carried out step by step according to the actual construction sequence. For example, as shown in fig. 7, a finite element construction process simulation diagram divided into 5 calculation conditions is described by taking the newly-built tunnel right line as an example. Specifically, the simulation calculation is divided into the following 5 calculation conditions:
working condition 1: the newly-built tunnel is close to the existing tunnel;
working condition 2: the newly-built tunnel driving surface reaches the boundary of the existing tunnel;
working condition 3: the newly-built tunnel driving surface reaches the bottom of the existing tunnel;
working condition 4: the newly-built tunnel driving surface reaches the other side boundary of the existing tunnel; and
working condition 5: and (5) building a tunnel to reach the boundary of the model.
Next, in step S4 of the embodiment of the present invention, the calculation result is analyzed and evaluated.
Specifically, different sections can be selected according to the situation that the left line or the right line of the newly-built tunnel shield passes through the existing tunnel, and the settlement rules of the existing tunnel and the newly-built tunnel are obtained through the data extraction lines with different sections. For example, by selecting a first section and a second section, wherein the data extraction lines of the first section and the second section can respectively represent the arching curve of the existing tunnel and the arching curve of the newly-built tunnel, the settlement rule of the bottom of the existing tunnel and the settlement rule of the ground surface at the top of the newly-built tunnel can be respectively obtained. Specifically, for a left line shield of the newly-built tunnel, a first section and a second section are selected, wherein a data extraction line of the first section is an arch bottom axis of the existing tunnel, so that a settlement rule of the earth surface of the existing tunnel is obtained, and a data extraction line of the second section is an arch bottom axis of the newly-built tunnel, so that a settlement rule of the earth surface of the newly-built tunnel is obtained. And for the newly-built tunnel, the right line shield of the newly-built tunnel passes through the existing tunnel downwards, a first section and a second section are selected, wherein the data extraction line of the first section is the arch bottom axis of the existing tunnel, so that the settlement rule of the earth surface of the existing tunnel is obtained, and the data extraction line of the second section is the arch bottom axis of the newly-built tunnel, so that the settlement rule of the earth surface of the newly-built tunnel is obtained.
Whether the settlement amount of the earth surface of the tunnel and the like is in a reasonable allowable range is evaluated by analyzing and comparing the settlement rules of the existing tunnel and the newly-built tunnel, so that reasonable construction control parameters and controllable protection indexes for downward penetration of the shield are set. Through the pre-evaluation, the method can effectively control and adjust the shield underpass construction, prevent the problems of stratum settlement and the like, avoid the potential risks of deformation and the like of the existing tunnel and the newly-built tunnel, improve the safety coefficient of the construction, and improve the tunneling precision and the quality of the shield construction.
The analysis of the calculation results according to the embodiment of the present invention will now be described in detail with reference to fig. 8 to 13. Fig. 8 is a schematic diagram of a cross section of a calculation result analysis of a left line of a newly built tunnel according to an embodiment of the present invention. Fig. 9 is a schematic diagram of a sinking curve of an existing tunnel when a left line shield of a newly-built tunnel passes through the existing tunnel. Fig. 10 is a schematic diagram of a newly-built tunnel settlement curve when a left-line shield of the newly-built tunnel passes through an existing tunnel. Fig. 11 is a schematic diagram of a cross section of analysis of calculation results of a newly-built tunnel right line according to an embodiment of the present invention. Fig. 12 is a schematic diagram of a sinking curve of an existing tunnel when a right shield of a newly-built tunnel passes through the existing tunnel. Fig. 13 is a schematic diagram of a newly-built tunnel settlement curve when a right shield of the newly-built tunnel passes through an existing tunnel.
First, it can be understood from the results shown in fig. 8 to fig. 13 that when the left line or the right line of the newly constructed tunnel shield passes through the existing tunnel, the existing tunnel subsides along the longitudinal direction of the excavation line, wherein the closer the tunneling surface of the newly constructed tunnel shield passes through the existing tunnel, the more the existing tunnel is affected. For example, the degree of deformation of the existing tunnel is most significant when the new tunnel shield underpass heading face reaches the bottom of the existing tunnel and the new tunnel shield underpass heading face reaches the other side boundary of the existing tunnel.
And when the left line or the right line of the newly-built tunnel shield passes through the existing tunnel, the settlement of the newly-built tunnel is gradually developed, and the settlement of the ground surface above the newly-built tunnel is slightly reduced at the overlapping part of the newly-built tunnel and the existing tunnel, which shows that the existing tunnel is favorable for reducing the development of the settlement of the ground surface of the newly-built tunnel.
When the left line shield or the right line shield of the newly-built tunnel passes through the existing tunnel, the maximum ground surface settlement amount of the newly-built tunnel is larger than that of the existing tunnel, and the maximum ground surface settlement ratio of the existing tunnel to the newly-built tunnel is within a first numerical range. For example, the first numerical range is 0.4 to 0.6.
Specifically, after the new tunnel shield finishes downwards penetrating the existing tunnel, the left line of the new tunnel shield downwards penetrates the existing tunnel, the maximum surface subsidence ratio of the existing tunnel to the new tunnel is a first ratio, for example, the first ratio is 7:16, and the right line of the new tunnel shield downwards penetrates the existing tunnel, the maximum surface subsidence ratio of the existing tunnel to the new tunnel is a second ratio, for example, the second ratio is 3.1: 6. The values of the first ratio and the second ratio are within a first range of values.
Moreover, the ratio of the maximum ground surface settlement of the existing tunnel during construction of the left line of the newly built tunnel to the maximum ground surface settlement of the existing tunnel during construction of the right line of the newly built tunnel is a third ratio, for example, the third ratio is 7:6.2, and the ratio of the maximum ground surface settlement of the newly built tunnel during construction of the left line of the newly built tunnel to the maximum ground surface settlement of the newly built tunnel during construction of the right line of the newly built tunnel is a fourth ratio, for example, the fourth ratio is 4: 3.
Specifically, for the newly-built tunnel left line shield to shield the downward-passing existing tunnel, for example, as shown in fig. 8, the first section a-a and the second section B-B are selected as the analysis sections of the calculation result of the newly-built section tunnel left line. The data extraction line of the first section a-a is the arching axis of the existing tunnel when the left line shield of the new tunnel passes through the existing tunnel, so that the settlement rule of the bottom of the existing tunnel when the left line shield of the new tunnel passes through the existing tunnel can be obtained (as shown in fig. 9). And the data extraction line of the second section B-B is the arch bottom axis of the newly-built tunnel when the left line shield of the newly-built tunnel downwards penetrates through the existing tunnel, so that the top surface subsidence rule of the newly-built tunnel when the left line shield of the newly-built tunnel downwards penetrates through the existing tunnel can be obtained (as shown in figure 10).
Specifically, in fig. 9, excavation is performed as excavation 1, excavation 2, excavation 3, excavation 4, and excavation 5 shown from below to above in the longitudinal direction in fig. 9. Here, the excavations 1, 2, 3, 4 and 5 in fig. 9 may correspond one-to-one to the above-described 5 conditions 1, 2, 3, 4 and 5, respectively. The settlement curves of the 5 existing tunnels shown in fig. 9 correspond to excavation 1, excavation 2, excavation 3, excavation 4, and excavation 5, respectively, from top to bottom in the longitudinal direction.
As can be seen from fig. 9, when the left line shield of the newly-built tunnel downwards penetrates the existing tunnel, as the excavation proceeds (e.g., excavation 1 to excavation 5), the settlement curve of the existing tunnel along the longitudinal direction of the excavation line gradually develops, wherein the deformation is most significant in the stages of excavation 3 (e.g., the downwards-penetrating excavation face of the newly-built tunnel shield reaches the bottom of the existing tunnel) and excavation 4 (e.g., the downwards-penetrating excavation face of the newly-built tunnel shield reaches the other side boundary of the existing tunnel), that is, the closer the excavation face is to the existing tunnel, the greater the influence on the existing tunnel is, and the more important the construction is. Through the prejudgment analysis and evaluation, the method can be beneficial to more accurately setting the construction control parameters of the shield downward penetration of the newly-built tunnel, thereby reducing the risk of the shield downward penetration construction and improving the tunneling precision and quality of the shield construction. For example, when the left shield of the newly built tunnel is completely inserted into the existing tunnel, the maximum ground surface settlement amount of the existing tunnel bottom settlement is about 7 mm.
Further, in fig. 10, the heading faces of the left line excavation 1 to excavation 5 of the newly-built tunnel are arranged from left to right in the lateral direction of fig. 10. As can be seen from fig. 10, the settlement curves of the surface subsidence at the tops of the 5 newly-built tunnels shown in fig. 10 correspond to excavation 1, excavation 2, excavation 3, excavation 4 and excavation 5 from left to right in the transverse direction of fig. 10, respectively. As shown in fig. 10, as the left line of the tunnel in the newly built section is excavated, the surface subsidence immediately above the newly built tunnel gradually progresses. The position of the tunneling surface is the position with the maximum settlement. For example, after the newly-built tunnel is excavated, the maximum ground surface settlement above the newly-built tunnel can reach 16 mm. It is worth noting that the ground surface subsidence above the newly-built tunnel is slightly reduced at the overlapping position of the left line of the newly-built tunnel and the existing tunnel, which shows that the existing tunnel is beneficial to reducing the ground surface subsidence development of the newly-built tunnel.
It can be seen that for the left line of the newly-built tunnel, the shield machine passes through the existing tunnel, and the maximum ground surface settlement ratio of the existing tunnel and the newly-built tunnel is a first ratio, for example, the first ratio is 7: 16. The first ratio is between a first range of values (e.g., 0.4-0.6).
For the existing tunnel passing through the right line, for example, as shown in fig. 11, as with the existing tunnel passing through the left line, the first cross section a-a and the second cross section B-B are selected as the calculated results of the right line of the tunnel in the newly-built section to analyze the cross section.
The data extraction line of the first section a-a is the arching axis of the existing tunnel when the right shield of the new tunnel passes through the existing tunnel, so that the settlement rule of the bottom of the existing tunnel when the right shield of the new tunnel passes through the existing tunnel can be obtained (as shown in fig. 12). And the data extraction line of the second section B-B is the arch bottom axis of the newly-built tunnel when the right-line shield of the newly-built tunnel downwards penetrates through the existing tunnel, so that the top surface subsidence rule of the newly-built tunnel can be obtained when the right-line shield of the newly-built tunnel downwards penetrates through the existing tunnel (as shown in figure 13).
Specifically, in fig. 11, excavation is performed as excavation 1, excavation 2, excavation 3, excavation 4, excavation 5 shown from below to above in the longitudinal direction in fig. 11. For example, the excavation 1, the excavation 2, the excavation 3, the excavation 4, and the excavation 5 in fig. 11 may correspond to the above-described 5 working conditions 1, 2, 3, 4, and 5, one by one, respectively. The settlement curves of the 5 existing tunnels shown in fig. 11 correspond to excavation 1, excavation 2, excavation 3, excavation 4, and excavation 5, respectively, from top to bottom in the longitudinal direction.
As can be seen from fig. 11, when the right line of the new-zone tunnel passes through the exiting line of the existing tunnel, as the excavation proceeds, the longitudinal settlement curve of the existing tunnel along the excavation line develops gradually, wherein the deformation is most significant in the stages of excavation 3 (for example, the newly-built tunnel shield passes through the excavation face to the bottom of the existing tunnel) and excavation 4 (for example, the newly-built tunnel shield passes through the excavation face to the other side boundary of the existing tunnel), that is, the closer the excavation face is to the existing tunnel, the more the influence on the existing tunnel is, the more important the construction should be. Through the prejudgment analysis and evaluation, the method can be beneficial to more accurately setting the construction control parameters of the shield downward penetration of the newly-built tunnel, thereby reducing the risk of the shield downward penetration construction and improving the tunneling precision and quality of the shield construction. For example, when the newly-built tunnel shield is completely penetrated, the maximum ground surface settlement amount of the existing tunnel bottom settlement is about 6.2mm when the right shield of the newly-built tunnel is penetrated through the existing tunnel.
Further, in fig. 12, the heading faces of the new tunnel right route excavations 1 through 5 are arranged from left to right in the lateral direction of fig. 12. As can be understood from fig. 12, the settlement curves of the surface subsidence immediately above the 5 newly-built tunnels shown in fig. 12 correspond to excavation 1, excavation 2, excavation 3, excavation 4, and excavation 5, respectively, from left to right in the transverse direction of fig. 12. As shown in fig. 12, as the right-hand line of the new-built section tunnel is excavated, the surface subsidence immediately above the new-built tunnel gradually progresses. The position of the tunneling surface is the position with the maximum settlement. For example, after the newly-built tunnel is excavated, the maximum ground surface settlement above the newly-built tunnel can reach 12 mm. Similarly, at the overlapping position of the right line of the newly-built tunnel and the existing tunnel, the ground surface settlement above the newly-built tunnel is slightly reduced, which shows that the existing tunnel is favorable for reducing the ground surface settlement development of the newly-built tunnel.
It can be seen that the right shield of the newly-built tunnel passes through the existing tunnel, and the maximum ground surface settlement ratio of the existing tunnel and the newly-built tunnel is a second ratio, for example, the second ratio is 3.1: 6. The second ratio is between the first range of values (e.g., 0.4-0.6).
No matter in the construction state of the left line or the right line of the newly-built tunnel, the maximum ground surface settlement of the newly-built tunnel is larger than that of the existing tunnel, and reasonable parameter setting can be carried out by paying attention to the point when the construction parameters are set.
From the above calculation results of the construction of the left line and the right line of the newly built tunnel, the ratio of the maximum ground surface settlement amount of the existing tunnel during the construction of the left line of the newly built tunnel to the maximum ground surface settlement amount of the existing tunnel during the construction of the right line of the newly built tunnel is a third ratio, for example, the third ratio is 7:6.2, and the ratio of the maximum ground surface settlement amount of the newly built tunnel during the construction of the left line of the newly built tunnel to the maximum ground surface settlement amount of the newly built tunnel during the construction of the right line of the newly built tunnel is a fourth ratio, for example, the fourth ratio is 4: 3. The third proportion is similar to the fourth proportion, the difference is within an allowable range, the construction of the left line and the right line of the newly-built tunnel does not cause large errors on the surface subsidence and the like of the existing tunnel or the newly-built tunnel, and the set construction parameters can be adjusted slightly according to the characteristics.
By pre-evaluating the obtained calculation result, construction parameters can be collected in an early stage, so that the problems that the construction parameters are unstable or unreasonable in setting, the existing risks such as tunnel disturbance and the like are caused, and other construction risks are caused by related measurement problems and equipment problems are avoided.
From another perspective, the maximum difference between the surface subsidence of the existing tunnel (or the newly-built tunnel) during the left-line construction of the newly-built tunnel and the maximum difference between the surface subsidence of the existing tunnel and the newly-built tunnel during the right-line construction of the newly-built tunnel are within a controllable and reasonable range, and the maximum difference between the surface subsidence of the existing tunnel and the newly-built tunnel during the left-line or right-line construction of the newly-built tunnel is within a controllable and reasonable range. The details are as follows.
The difference between the maximum earth surface settlement of the existing tunnel during construction of the left line of the newly-built tunnel and the maximum earth surface settlement of the existing tunnel during construction of the right line of the newly-built tunnel is a first numerical value, and the first numerical value is within a second numerical value range. For example, when a left line of a newly-built tunnel is constructed, the maximum ground surface settlement of the existing tunnel is 7 mm; when the right line of the newly-built tunnel is constructed, the maximum earth surface settlement of the existing tunnel is 6.2mm, and the difference between the numerical values of the existing tunnel and the right line is only 0.8mm, namely the first difference. That is, for the existing tunnel, the error of the maximum ground subsidence amount of the existing tunnel of the left line construction and the right line construction of the newly built tunnel is within the second numerical range (e.g., within 1 mm).
In addition, the difference between the maximum earth surface settlement of the newly-built tunnel during the construction of the left line of the newly-built tunnel and the maximum earth surface settlement of the newly-built tunnel during the construction of the right line of the newly-built tunnel is a second numerical value, and the first numerical value is within a third numerical value range. For example, when the left line of the new tunnel is constructed, the maximum ground surface settlement of the new tunnel is 16mm, and when the right line of the new tunnel is constructed, the maximum ground surface settlement of the new tunnel is 12mm, and the values of the two are different by a second difference value, namely 4 mm. That is, for the newly-built tunnel, the error of the maximum ground subsidence amount of the newly-built tunnel in the left line construction and the right line construction of the newly-built tunnel is within the third numerical range (e.g., within 4 mm).
Further, for example, the difference between the first difference and the second difference is 3.2 mm.
For the error, by utilizing the evaluation and analysis method, the invention is beneficial to correspondingly adjusting the tunneling parameters of the shield tunneling machine based on the obtained calculation result and setting reasonable construction parameters and control protection indexes, thereby ensuring that the existing tunnel or the newly-built tunnel is safe and reliable under two different construction conditions of the left line construction and the right line construction of the newly-built tunnel. Even if the construction of the left line and the right line of the newly-built tunnel is carried out at the beginning, the error value of the construction risk value under the two conditions of the left line and the right line is in a reasonable and controllable range.
On the other hand, as described above, when the left line of the new tunnel is constructed, the difference between the maximum amount of surface subsidence of the existing tunnel and the maximum amount of surface subsidence of the new tunnel is the third value, and the value is within the fourth value range. For example, when the left line of the new tunnel is constructed, the maximum ground surface settlement amount of the existing tunnel is 7mm, and the maximum ground surface settlement amount of the new tunnel is 16mm, the difference between the values is 9 mm. That is, when the left line of the new tunnel is constructed, the error between the maximum amount of surface subsidence of the existing tunnel and the maximum amount of surface subsidence of the new tunnel is within the fourth numerical range (for example, within 9 mm).
And for the construction of the right line of the newly-built tunnel, the difference value between the maximum earth surface settlement of the existing tunnel and the maximum earth surface settlement of the newly-built tunnel is a fourth numerical value, and the numerical value is within a fifth numerical value range. For example, if the maximum ground settlement of the existing tunnel is 6.2mm and the maximum ground settlement of the newly built tunnel is 12mm, the difference between the values is 5.8mm, which is a fourth difference. That is, when the right line of the new tunnel is constructed, the error between the maximum ground subsidence of the existing tunnel and the maximum ground subsidence of the new tunnel is within the fifth numerical range (for example, within 6 mm).
It can also be seen that, for the construction of the left line or the right line of the newly-built tunnel, the maximum ground surface settlement of the newly-built tunnel is greater than that of the existing tunnel.
Further, the difference between the third difference and the fourth difference was 3.2 mm.
For the error, by utilizing the evaluation and analysis method, the invention is beneficial to setting reasonable construction control parameters and controllable protection indexes for the shield to pass downwards based on the obtained calculation result, and ensures that the deformation of a newly-built tunnel and the deformation of an existing tunnel are in a reasonable and reliable range during the construction of the newly-built tunnel.
According to the method, the tunnel excavation newly built by a numerical simulation method influences existing tunnels and the like, so that reasonable construction parameters and control protection indexes are formulated, the construction risk is controlled within an allowable range, the existing lines are ensured to run safely, reliably and normally, the construction risk of the newly built tunnel is effectively controlled, and the tunneling precision and quality of shield construction are improved. The method also forms 'dynamic design and dynamic construction' in the true sense.
In conclusion, the method can set reasonable construction control parameters and controllable protection indexes for the downward penetration of the shield by analyzing and evaluating the downward penetration construction of the shield, further provides reliable prediction and judgment in advance for the construction control of risk factors in the downward penetration construction of the shield, can effectively control and adjust the downward penetration construction of the shield, prevents stratum settlement and the like, avoids the risk hazards of deformation and the like of the existing tunnel and the newly-built tunnel, improves the safety coefficient of construction, and improves the tunneling precision and quality of the shield construction.
The above-described embodiments should not be construed as limiting the scope of the invention. Those skilled in the art will appreciate that various modifications, combinations, sub-combinations, and substitutions can occur, depending on design requirements and other factors. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. An analysis and evaluation method for shield tunneling construction is characterized by comprising the following steps:
selecting rock soil and a structural object within the range of the shield underpass node;
simplifying the model;
establishing a model, wherein a three-dimensional finite element model is established by adopting Plaxis3D, the bottom of a geometric model is applied with complete fixed constraint, the two sides of the geometric model are applied with vertical sliding constraint, the surface of the model is a free boundary, and the soil body is simulated by adopting a soil body hardening model; and
and analyzing and evaluating the calculation result.
2. The analytical assessment method for shield tunneling construction according to claim 1, wherein the simplified model further comprises:
simplifying the position relation between the newly built tunnel and the existing tunnel; and
the formation is simplified.
3. The analytical assessment method for shield tunneling construction according to claim 2, wherein the simplifying the positional relationship between the newly constructed tunnel and the existing tunnel comprises:
respectively establishing a calculation model for the left line and the right line of the newly-built tunnel,
wherein the center distance between the left line and the right line of the newly-built tunnel is 40m, and the center distance exists before and after the shield is under-run,
wherein the gradient of the newly-built tunnel is 0, the highest point is taken from the buried depth, and
wherein, the newly-built tunnel and the existing tunnel at the node under the shield are simplified into straight lines.
4. The analytical assessment method for shield tunneling construction according to claim 2, wherein the simplified formation comprises: filtering the middle layer, and only retaining the 2-2, 4N-2, 7-3 and 9-3 strata; and a cohesion parameter of supplement 2-2, wherein the 9-3 compression modulus is 150000 and the side pressure coefficient is 0.3.
5. The analytical assessment method for shield tunneling construction according to claim 1,
in the model establishment, the stratum loss rate is 0.6%, and the construction process simulation is performed step by step according to the actual construction sequence.
6. The analytical assessment method for shield tunneling construction according to claim 5, wherein the construction process simulation is divided into 5 calculation conditions in sequence: the newly-built tunnel is close to the existing tunnel; the newly-built tunnel driving surface reaches the boundary of the existing tunnel; the newly-built tunnel driving surface reaches the bottom of the existing tunnel; the newly-built tunnel driving surface reaches the other side boundary of the existing tunnel; and the newly-built tunnel reaches the boundary of the model.
7. The analytical assessment method for shield tunneling construction according to claim 1, wherein the three-dimensional finite element model has a total length of 100m, a total width of 100m, and a depth of 40 m.
8. The analytical assessment method for shield tunneling construction according to claim 1, wherein the analytical assessment calculation results include:
and for the left line or the right line of the newly-built tunnel, the shield machine passes through the existing tunnel, different sections are selected, and the settlement rules of the existing tunnel and the newly-built tunnel are obtained through data extraction lines with different sections.
9. The analytical assessment method for shield tunneling construction according to claim 8,
when the existing tunnel is penetrated under the left line or the right line shield of the newly-built tunnel:
the existing tunnel settlement is settled along the longitudinal direction of the excavation line, wherein the closer the newly-built tunnel shield is to the existing tunnel, the larger the influence on the existing tunnel is;
the settlement of the newly-built tunnel is gradually developed, and the settlement of the earth surface above the newly-built tunnel is reduced at the overlapping part of the newly-built tunnel and the existing tunnel; and is
The maximum ground surface sedimentation amount of the newly-built tunnel is larger than that of the existing tunnel, and the maximum ground surface sedimentation amount ratio of the existing tunnel to the newly-built tunnel is in a first numerical range.
10. The analytical assessment method for shield tunneling construction according to claim 9,
for the construction of the left line of the newly-built tunnel, the maximum ground surface settlement ratio of the existing tunnel and the newly-built tunnel is a first proportion, and for the construction of the right line of the newly-built tunnel, the maximum ground surface settlement ratio of the existing tunnel and the newly-built tunnel is a second proportion, and the numerical values of the first proportion and the second proportion are in a first numerical value range.
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| CN202310084031.9A CN116341307A (en) | 2020-03-06 | 2020-03-06 | Method for estimating shield tunneling construction |
| CN202010142122.XA CN113361151B (en) | 2020-03-06 | 2020-03-06 | Analysis and evaluation method for shield underpass construction |
| CN202310084083.6A CN116201565A (en) | 2020-03-06 | 2020-03-06 | Method for evaluating shield tunneling construction by analyzing shield tunneling construction |
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| CN116341307A (en) | 2023-06-27 |
| CN116201565A (en) | 2023-06-02 |
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