CN110674549A - Optimization method of tunnel temporary support dismantling scheme - Google Patents
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Abstract
The invention discloses an optimization method of a tunnel temporary support dismantling scheme, belonging to the field of tunnel engineering, and the optimization method of the tunnel temporary support dismantling scheme comprises the following steps of S1: and establishing a three-dimensional calculation model of stratum-tunnel-temporary support, and calculating the stress and displacement distribution rule change of the tunnel primary support and the temporary support during the support dismantling process to obtain the bias effect of the tunnel primary support and the safety of the primary support and the temporary support in the support dismantling process. The scheme can predict the danger possibly occurring during the support dismantling period of the shallow-buried bias large-span tunnel in advance, provides corresponding counter measures, and can provide an ideal scheme considering both construction safety and efficiency for the construction process through scheme optimization.
Description
Technical Field
The invention relates to the field of tunnel engineering construction, in particular to an optimization method of a temporary support dismantling scheme of a tunnel.
Background
The dismantling of the temporary support is a dangerous period for primary support of the tunnel, and meanwhile, the dismantling speed often restricts the construction progress, so that the dismantling speed and the engineering safety are two aspects which need to be considered in construction.
In view of the defects, the method adopts a numerical simulation means, and compares the influence of different schemes on the safety of the tunnel by simulating the change of indexes such as stress, displacement and the like of the primary support of the tunnel under different support dismantling schemes, so that the method which can give consideration to the support dismantling safety and improve the support dismantling speed as much as possible is provided on the basis.
Disclosure of Invention
The scheme can predict the danger possibly occurring during the support dismantling period of the shallow-buried bias large-span tunnel in advance, provides corresponding counter measures, and can provide an ideal scheme considering both construction safety and efficiency for the construction process through scheme optimization.
In order to realize the purpose, the invention is realized by adopting the following technical scheme: s1: establishing a stratum-tunnel-temporary support three-dimensional calculation model, and calculating the stress and displacement distribution rule change of the tunnel primary support and the temporary support during the support dismantling process to obtain the bias effect of the tunnel primary support and the safety of the primary support and the temporary support in the support dismantling process;
s2: the support dismantling mode is changed from the aspects of dismantling the same bin support, dismantling different bin supports, dismantling reserved length and the like, and different schemes of support dismantling are compared through numerical simulation, so that a set of better scheme which can take construction safety and efficiency into consideration in engineering is obtained;
s3: the excavation operation of two small-spacing tunnels intersected with the large-span tunnel and the support dismantling operation of the large-span tunnel are synchronously carried out, and the stress and displacement change of the primary support of the large-span tunnel under the excavation of the small-spacing tunnels are analyzed, so that the mutual influence of two construction processes is evaluated, and a basis is provided for determining a reasonable safety range.
Further, in step S1, the three-dimensional calculation model of stratum-tunnel-temporary support is characterized in that:
s11: the three-dimensional calculation model of stratum-tunnel-temporary support fully considers the terrain bias effect so as to linearly generalize the terrain.
S12: : merging different geological soil bodies covered on the tunnel according to the property characteristics of the soil bodies;
s13: the temporary support is simulated by adopting a beam unit, tie constraint is adopted between the support and the primary support of the tunnel, and the transverse support and the temporary vertical support are connected through a common node;
s14: the simulation of temporary support is simplified in a manner of deviating from safety, namely the temporary support only keeps I-shaped steel (including transverse struts and vertical struts) and does not consider a reinforcing mesh on the surface of the I-shaped steel and sprayed concrete to serve as safety reserve;
s15: because the design strength can not be reached immediately after the secondary lining is poured to bear the unbalanced force in the support dismantling process, the function of the secondary lining is not considered in the simulation.
Further, in step S2, the method for optimizing the shallow-buried bias large-span tunnel temporary bracing demolition scheme is characterized in that:
s21: the same cabin support dismantling scheme specifically comprises 1-arch support dismantling 1 and 2-arch support dismantling 1;
s22: different storehouse support demolish the scheme and specifically include: one-way bin-by-bin dismantling supports, opposite dismantling supports and bin jump dismantling supports;
s23: and the support with the reserved length between the support-dismantling reserved length-indicating main line tunnel and the temporary construction transverse channel is not dismantled, the support is dismantled after the dismantling of other bin supports is finished, and 3m, 6m and 9m are respectively selected according to actual construction for scheme comparison.
Further, in step S3, the small-distance tunnel is excavated to form a large-span tunnel bracing influence, wherein:
s31: a support dismantling scheme under three working conditions is designed, wherein the scheme I comprises the following steps: after the secondary lining of the large-span tunnel is finished, excavating single-line and double-line tunnels; scheme II: before the support dismantling and secondary lining of the large-span tunnel, the excavation lining of the double-line tunnel and the single-line tunnel is finished; the third scheme is as follows: after the first bin section of the large-span tunnel is completely dismantled, excavating the single-line tunnel, and after the single-line tunnel is excavated to reach 30m, excavating the double-line tunnel;
s32; and (4) taking the scheme I and the scheme II as a comparison group, and analyzing the influence of the double-line tunnel and the single-line tunnel excavation on the dismantling of the large-span tunnel support.
The invention has the beneficial effects that: the invention relates to an optimization method of a tunnel temporary support dismantling scheme, which comprises the following steps: a three-dimensional calculation model of stratum-tunnel-temporary support is established by using ABAQUS software in finite element software, stress and displacement distribution rule changes of tunnel primary support and temporary support during support dismantling are calculated, various optimization paths based on the same-bin support dismantling scheme optimization, different-bin support dismantling scheme optimization, support dismantling reserved segment length optimization between a transverse channel and a main tunnel and the like are designed based on actual construction conditions, and different schemes are simulated and compared by adopting a life and death unit technology in ABAQUS. The scheme can predict the danger possibly occurring during the support dismantling period of the shallow-buried bias large-span tunnel in advance, provides corresponding counter measures, and can provide an ideal scheme considering both construction safety and efficiency for the construction process through scheme optimization.
Drawings
FIG. 1 is a schematic diagram of a three-dimensional finite element calculation model of a formation-tunnel-support;
figure 2 is a detailed view of a model of a tunnel-support;
FIG. 3 is a schematic view of an exemplary point of a crown configured to study lateral bias effects;
FIG. 4 is a graph of displacement variation of three typical points of the crown arch at different construction steps;
FIG. 5 is a comparison of once-separated and two-separated in terms of primary support maximum tensile stress;
FIG. 6 is a comparison of once-separated and two-separated in terms of primary support maximum compressive stress;
FIG. 7 is a comparison of first-break and second-break in vertical displacement of the primary support;
figure 8 is a comparison of peak tensile stress in primary bracing for bin by bin, bin jump and opposite bracing split;
figure 9 is a comparison of the peak compressive stress of the primary support for the bin by bin, the skip bin and the opposite bracing split;
figure 10 is a comparison of vertical displacement of the primary support by bin, by bin and by bin jump and bracing in opposite directions;
FIG. 11 is a comparison of the maximum tensile stress of the primary support by taking 3m, 6m and 9m respectively for the length of the support-dismantling reserved section;
FIG. 12 is a comparison of the maximum compressive stress of the primary support by respectively taking 3m, 6m and 9m for the length of the support-dismantling reserved section;
FIG. 13 is a comparison of the length of the support-dismantling reserved section, which is respectively 3m, 6m and 9m, in the aspect of vertical displacement of the primary support;
FIG. 14 is a comparison of the maximum tensile stress of primary supports for studying the influence of single and double line tunnel support removal on the removal of long-span tunnel supports;
figure 15 is a comparison of the effect of single and double line tunnel bracing on long span tunnel bracing demolition in primary bracing maximum compressive stress.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
The method comprises the following steps: establishing a three-dimensional finite element model
Step 101: the embodiment of the invention provides a method for optimizing a tunnel temporary support dismantling scheme, which adopts large-scale general finite element software ABAQUS as a calculation tool and applies a life and death unit method to the process of temporary support dismantling; the soil body is simulated by adopting a Mohr-Coulomb structure; and simulating concrete primary support by using a linear elastic constitutive structure. Considering the actual engineering and simulation conditions, the model is processed as follows:
(1) merging different geological soil bodies covered on the tunnel according to the property characteristics of the soil bodies;
(2) the temporary support is simulated by adopting a beam unit, tie constraint is adopted between the support and the primary support of the tunnel, and the temporary transverse support and the temporary vertical support are connected through a common node;
(3) the simulation of temporary support is simplified in a manner of deviating from safety, namely the temporary support only keeps I-shaped steel (including transverse struts and vertical struts) and does not consider a reinforcing mesh on the surface of the I-shaped steel and sprayed concrete to serve as safety reserve;
(4) because the design strength can not be reached immediately after the secondary lining is poured to bear the unbalanced force in the support dismantling process, the function of the secondary lining is not considered in the simulation.
Step 102: the support is dismantled by adopting a method of dismantling bin sections, and each bin section can be divided into a plurality of roof trusses for dismantling vertical supports, transverse supports within the range of dismantling side walls, transverse supports within the range of a roof arch and residual vertical supports.
Step two: counting stress and displacement change curves of primary supports under different schemes
Step 201: in order to analyze the bias effect of the shallow-buried large-span tunnel, settlement statistics is carried out on three vertexes of the top arch, and a curve of the settlement along with the change of the dismantling step is drawn, as shown in fig. 3 and 4.
Step 202, respectively dismantling the supports in a first-separation mode and a first-separation second-separation mode, and drawing curves of the maximum and minimum compressive stresses and the vertical displacement of the primary support along with the change of the construction steps into a graph shown in figure 5 ~ 7.
Step 203, respectively dismantling the supports in a bin-by-bin, opposite and skip mode, and drawing the maximum and minimum compressive stresses and vertical displacement of the primary support along with the change of the construction steps into a curve shown in figure 8 ~ 10.
And 204, designing a dismantling scheme with the reserved lengths of 3m, 6m and 9m respectively by changing the reserved lengths between the temporary transverse channel for construction and the fracture surface of the dismantling support, dismantling the support respectively, and drawing curves of the maximum and minimum compressive stresses and vertical displacement of the primary support along with the change of the construction step into a graph 11 ~ 13.
Step 205: in order to analyze the influence of single-line and double-line small-space tunnel excavation on large-span support dismantling, three dismantling schemes are designed, wherein a scheme I and a two-dimensional control group are adopted, and the scheme III simultaneously carries out small-space tunnel excavation and large-span support dismantling, and the specific scheme is as follows:
the first scheme is as follows: after the secondary lining of the large-span tunnel is finished, excavating single-line and double-line tunnels;
scheme II: before the support dismantling and secondary lining of the large-span tunnel, the excavation lining of the double-line tunnel and the single-line tunnel is finished;
the third scheme is as follows: and (3) after the first bin section of the large-span tunnel is completely torn open and supported, excavating the single-line tunnel, and excavating the double-line tunnel after the single-line tunnel is excavated to reach 30 m.
Step 206: curves of the maximum and minimum compressive stresses of the primary support under the first, second and third schemes along with the change of the construction steps are drawn as shown in fig. 14 and 15.
Step three: selection of the scheme
For the selection of the supporting scheme, on the one hand, the construction safety is considered, on the other hand, the construction efficiency is considered, and the following conclusions obtained by analyzing fig. 3 ~ and fig. 15 are listed to embody the optimization idea of the scheme of the present invention:
step 301: as can be seen from fig. 3 and 4, it can be seen that the amount of top arch settlement remains almost unchanged throughout the support dismantling process, which indicates that the effect of the support dismantling on the tunnel settlement is small. Among 3 typical points of the top arch, the settlement amount of the point A on the deep burying side is the largest, the point B on the middle top arch is the next to the point C on the shallow burying side is the smallest. From point a to point B, the settling amount is reduced by about 0.2mm, while from point B to point C, the settling amount is reduced by only about 0.5mm, illustrating the tendency of the lateral biasing effect of the crown to increase in the direction from the deep-buried side to the shallow-buried side. The settlement difference of the typical point of the crown is within 1mm, which shows that the influence of the transverse bias on the crown settlement is within a safe range.
Step 302, as can be seen from fig. 5 ~ 7, as the support removal work advances, the stress is continuously increased, before the support removal is performed to the construction step 6 (i.e., the support removal of the second bin section is completed), the increasing speed of the stress and the deformation is slower, and then the stress and the deformation are increased faster, so that it can be considered that a scheme of "one separation and one removal" is adopted before the support removal of the second bin section is completed to accelerate the construction progress, and a scheme of "one separation and one removal" is adopted in the support removal after the second bin section to ensure the structural safety.
Step 303, as can be seen from fig. 8 ~ 10, when the jump-cabin construction and the opposite construction are adopted, the stress at the initial support of the large-span tunnel increases faster in the early stage and is larger than the cabin-by-cabin construction, the final stage tends to be stable, the final stress is slightly smaller than the cabin-by-cabin construction, and the stress and the displacement are both within the safe range, which means that the method of jump-cabin or opposite construction can be adopted to accelerate the support dismantling speed.
Step 304, as can be seen from fig. 11 ~ 13, the three reserved section schemes are not greatly different in vertical displacement, but it can be obviously seen in the aspects of maximum tensile stress and maximum compressive stress that the reserved section length 9m is less than the reserved section length 6m is less than the reserved section length 3m, so that in a certain range, the larger the reserved section length is, the smaller the stress borne by the tunnel is, the better the safety of the structure is, and meanwhile, in consideration of the difficulty of later-stage support dismantling and secondary lining construction, the length of the reserved section is recommended to be 5 ~ 7 m.
Step 305, as can be seen from fig. 14 ~ 15, the difference of the three schemes in terms of stress is small, which indicates that the influence of excavation of the single-line tunnel and the double-line tunnel on the support dismantling of the three-line tunnel is small, and mainly because enough safety distance is reserved between the single-line tunnel and the double-line tunnel and the three-line tunnel, the construction interference of excavation and support dismantling is small.
The above description is only for the preferred embodiments of the present invention, but the protection scope of the present invention is not limited thereto, and any person skilled in the art can substitute or change the technical solution and the inventive concept of the present invention within the scope of the present invention.
Claims (4)
1. A method for optimizing a tunnel temporary support dismantling scheme is characterized by comprising the following steps: the optimization method of the tunnel temporary support dismantling scheme comprises the following steps:
s1: establishing a stratum-tunnel-temporary support three-dimensional calculation model, and calculating the stress and displacement distribution rule change of the tunnel primary support and the temporary support during the support dismantling process to obtain the bias effect of the tunnel primary support and the safety of the primary support and the temporary support in the support dismantling process;
s2: the support dismantling mode is changed from the aspects of dismantling the same bin support, dismantling different bin supports, dismantling reserved length and the like, and different schemes of support dismantling are compared through numerical simulation, so that a set of better scheme which can take construction safety and efficiency into consideration in engineering is obtained;
s3: the excavation operation of two small-spacing tunnels intersected with the large-span tunnel and the support dismantling operation of the large-span tunnel are synchronously carried out, and the stress and displacement change of the primary support of the large-span tunnel under the excavation of the small-spacing tunnels are analyzed, so that the mutual influence of two construction processes is evaluated, and a basis is provided for determining a reasonable safety range.
2. The method for optimizing a tunnel temporary support dismantling scheme according to claim 1, wherein: in the step S1, the specific method includes:
s12: merging different geological soil bodies covered on the tunnel according to the property characteristics of the soil bodies;
s13: the temporary support is simulated by adopting a beam unit, tie constraint is adopted between the support and the primary support of the tunnel, and the temporary transverse support and the temporary vertical support are connected through a common node;
s14: the simulation of the temporary support is simplified in a manner of deviating from safety, namely the temporary support only keeps I-shaped steel, including transverse supports and vertical supports, and a steel bar mesh and sprayed concrete on the surface of the I-shaped steel are not considered to be used as safety storage;
s15: because the design strength can not be reached immediately after the secondary lining is poured to bear the unbalanced force in the support dismantling process, the function of the secondary lining is not considered in the simulation.
3. The method for optimizing a tunnel temporary support dismantling scheme according to claim 1, wherein: in the step S2, the specific method includes:
s21: the same cabin support dismantling scheme specifically comprises 1-arch support dismantling 1 and 2-arch support dismantling 1;
s22: different storehouse support demolish the scheme and specifically include: one-way bin-by-bin dismantling supports, opposite dismantling supports and bin jump dismantling supports;
s23: and the support with the reserved length between the support dismantling reserved length indicator main line tunnel and the temporary transverse construction channel is not dismantled, the support dismantling is carried out after the dismantling of other bin supports is finished, and 3m, 6m and 9m are respectively selected for scheme comparison with the actual construction.
4. The method for optimizing a tunnel temporary support dismantling scheme according to claim 1, wherein: the step 3 is specifically as follows:
s31: a support dismantling scheme under three working conditions is designed, wherein the scheme I comprises the following steps: after the secondary lining of the large-span tunnel is finished, excavating single-line and double-line tunnels; scheme II: before the support dismantling and secondary lining of the large-span tunnel, the excavation lining of the double-line tunnel and the single-line tunnel is finished; the third scheme is as follows: after the first bin section of the large-span tunnel is completely dismantled, excavating the single-line tunnel, and after the single-line tunnel is excavated to reach 30m, excavating the double-line tunnel;
s32: and (4) taking the scheme I and the scheme II as a comparison group, and analyzing the influence of the double-line tunnel and the single-line tunnel excavation on the dismantling of the large-span tunnel support.
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Denomination of invention: An Optimization Method for Temporary Support Demolition of Tunnels Effective date of registration: 20231218 Granted publication date: 20221108 Pledgee: Shenzhen Deyuan Commercial Factoring Co.,Ltd. Pledgor: SINOHYDRO BUREAU 14 Co.,Ltd. Registration number: Y2023980072201 |