CN107194136B - Surrounding rock pressure calculation method suitable for multi-stratum shallow tunnel - Google Patents
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Abstract
The invention belongs to the technical field of tunnel engineering, and particularly relates to a surrounding rock pressure calculation method suitable for a multi-stratum shallow tunnel, which comprises the following steps of: step one, establishing a multi-stratum structure mechanical model; and step two, converting the multi-stratum structure mechanical model into a plurality of single-stratum structure mechanical models. The invention provides a surrounding rock pressure calculation method applicable to a multi-stratum shallow tunnel, aiming at the problem of limitation that a calculation method disclosed in Chinese patent application No. CN201610958955.7, namely a surrounding rock pressure calculation method for a shallow tunnel, is only applicable to a single stratum structure, and the surrounding rock pressure calculation method has wide application field and can meet the complexity requirement of an actual construction environment. The difference between the surrounding rock pressure value calculated by the method and the actual surrounding rock pressure value is smaller, the actual surrounding rock pressure of the tunnel can be represented in a more consistent manner, the practicability and the accuracy are better, and the referential performance value provided for engineering technicians is higher.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a method for calculating surrounding rock pressure when surrounding rock of a shallow tunnel is a composite stratum formed by combining various different stratums.
Background
After the tunnel is excavated, surrounding rocks of the tunnel deform into the tunnel along with the release of the stress of the surrounding rocks. After the supporting structure is applied, the deformation of the surrounding rock is restrained, and simultaneously, the load acting on the supporting structure, namely the surrounding rock pressure is generated. If the supporting scheme of the tunnel engineering is too conservative under certain conditions, waste is caused; under certain conditions, due to insufficient consideration of surrounding rock pressure, the design parameters of the supporting structure are weak, and safety accidents can be caused. The surrounding rock pressure directly influences the structural design of the tunnel and the selection of the construction method, so that the accurate prediction of the surrounding rock pressure caused by tunnel excavation has important significance for the smooth promotion of tunnel construction in the tunnel engineering practice. Most of urban underground engineering is shallow engineering, the surrounding rock conditions are poor, and under the condition, the influence caused by excavation is more directly applied to the earth surface and surrounding buildings. How to calculate a surrounding rock pressure value for reference, and then control the influence to surrounding structures in the work progress, guarantee construction safety, quick completion, become a problem that awaits solution urgently.
Chinese patent application No. CN201610958955.7, entitled "a surrounding rock pressure calculation method for shallow tunnel" discloses:
"a surrounding rock pressure calculation method for shallow tunnel includes the following steps:
(1) selecting a convergence deformation monitoring point of the surrounding rock: carrying out research analysis on the tunnel constructed by adopting the double-side-wall pit guiding method, and selecting a point on a pilot tunnel excavated firstly according to the excavation sequence as a convergence deformation monitoring point;
(2) constructing a structural mechanics model at a monitoring point;
(3) deducing a calculation relation between the convergence deformation and the surrounding rock pressure;
(4) substituting the engineering actual data and the convergence monitoring data into the relational expression in the step (3), and respectively calculating the displacement quantity of the left side and the right side of the monitoring point and the convergence deformation of the monitoring point;
(5) and calculating to obtain a calculated friction angle and surrounding rock pressure of the surrounding rock. "
According to the method, a structural mechanics model is established by analyzing the relation between the convergence deformation of the side wall surrounding rock and the surrounding rock pressure in the double-side-wall pilot tunnel construction, and the surrounding rock pressure is obtained through the inverse calculation of field monitoring data. The step of establishing the structural mechanical model is only directed at a single stratum, while the actual construction environment of the shallow tunnel is often relatively complex, and the shallow tunnel is a composite stratum formed by combining a plurality of different stratums. Therefore, the application field of the surrounding rock pressure calculation method is limited, and the complexity requirement of the actual construction environment cannot be well met. The surrounding rock pressure value calculated by the method has a certain difference with the actual surrounding rock pressure value, and cannot represent the actual surrounding rock pressure of the tunnel in a relatively consistent manner, so that the referential value provided for engineering technicians is not high.
Disclosure of Invention
The invention aims to: aiming at the problem that the calculation method disclosed in the Chinese patent application No. CN201610958955.7, namely the surrounding rock pressure calculation method for the shallow tunnel, is only suitable for the limitation of a single stratum structure, the surrounding rock pressure calculation method applicable to the multi-stratum shallow tunnel is provided, and the calculation method is wider in application range, better in practicability and accuracy and higher in referential value.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a surrounding rock pressure calculation method suitable for a multi-stratum shallow tunnel comprises the following steps:
step one, establishing a multi-stratum structure mechanical model;
and step two, converting the multi-stratum structure mechanical model into a single-stratum structure mechanical model.
On the basis of the surrounding rock pressure calculation method disclosed in the Chinese patent application No. CN201610958955.7 entitled surrounding rock pressure calculation method for shallow tunnel, the steps of establishing a single stratum structure mechanical model are converted into the steps of establishing a multi-stratum structure mechanical model, and then the multi-stratum structure mechanical model is converted into the single stratum structure mechanical model. The converted multiple single-stratum structure mechanical models can be calculated according to a surrounding rock pressure calculation method disclosed in 'a surrounding rock pressure calculation method for shallow tunnels'. Compared with the surrounding rock pressure calculation method for the shallow tunnel, the calculation method can be suitable for the relatively complex shallow tunnel construction environment of the composite stratum formed by combining various different stratums. Therefore, the application field of the surrounding rock pressure calculation method is wider. The surrounding rock pressure value calculated by the method is further close to the actual surrounding rock pressure value, and the actual surrounding rock pressure of the tunnel can be represented in a more consistent manner.
Preferably, the first step comprises: loads within different formation ranges are respectively considered as linear loads. The step is based on a method for calculating the load of the shallow tunnel in appendix E of highway tunnel design specifications, and the established model can meet the relevant specifications.
Preferably, the second step comprises: the load is divided into a corresponding number of portions bounded by formation boundaries. Although the whole surrounding rock is composed of a plurality of strata and cannot be calculated by using the surrounding rock pressure calculation method disclosed in the surrounding rock pressure calculation method for the shallow tunnel, the multi-stratum mechanical model is divided into a plurality of single stratum mechanical models by taking the stratum boundary as a boundary, and the divided single stratum can be calculated according to the surrounding rock pressure calculation method disclosed in the surrounding rock pressure calculation method for the shallow tunnel. In addition, when the stratum is divided, the stratum can be divided according to the stratum properties, and when the adjacent stratum properties are very similar and the division is not necessary, the stratum can be regarded as the same stratum for calculation, so that the calculation steps are simplified.
Preferably, the first step of establishing a mechanical model of the step on the left pilot tunnel has the following assumed conditions:
(1) regarding the upper step of the left pilot pit as a sector;
(2) simplifying the right side wall and the circular arch part of the upper step of the left guide pit into rigid materials;
(3) the right side wall of the upper step of the left pilot tunnel and the nodes at the two ends of the circular arch are regarded as rigid connection;
(4) the right side wall is regarded as a statically indeterminate beam, and the circular arch is regarded as a statically indeterminate arch.
Further, the second step is: dividing the hyperstatic beam into linear loads with corresponding quantity by taking a stratum boundary line as a boundary.
Further, the second step is: dividing the hyperstatic arch into linear loads with corresponding quantity by taking the stratum boundary as a boundary.
The modeling conditions of the step are consistent with a surrounding rock pressure calculation method for the shallow tunnel, so that when the model established in the step is replaced with the original model, the whole calculation logic is not influenced, and the model established in the step can be directly embedded into the original calculation method.
Preferably, the first step of establishing a mechanical model of the lower step of the left pilot tunnel has the following assumed conditions:
(1) regarding the left pit guiding lower step as a triangle;
(2) simplifying the left side wall and the right side wall of the left pit guiding lower step into rigid materials;
(3) the nodes at the two ends of the left side wall and the right side wall of the left pit guiding lower step are regarded as rigid connection;
(4) the left side wall and the right side wall are regarded as statically indeterminate beams, and the total convergence deformation is regarded as the sum of the convergence deformations of the statically indeterminate beams.
Further, the second step is: dividing the hyperstatic beam into linear loads with corresponding quantity by taking a stratum boundary line as a boundary.
The modeling conditions of the step are consistent with a surrounding rock pressure calculation method for the shallow tunnel, so that when the model established in the step is replaced with the original model, the whole calculation logic is not influenced, and the model established in the step can be directly embedded into the original calculation method.
In summary, due to the adoption of the technical scheme, compared with the prior art, the invention has the beneficial effects that:
the method for calculating the surrounding rock pressure is suitable for the multi-stratum shallow tunnel, and the step of establishing the structural mechanical model can adapt to the actual construction environment of a complex stratum formed by combining various different stratums in the shallow tunnel, which is relatively complex, aiming at the condition that the surrounding rock is of a multi-stratum structure. Therefore, the surrounding rock pressure calculation method has wide application field and can well meet the complexity requirement of the actual construction environment. The difference between the surrounding rock pressure value calculated by the method and the actual surrounding rock pressure value is smaller, the actual surrounding rock pressure of the tunnel can be represented in a more consistent manner, the practicability and the accuracy are better, and the referential performance value provided for engineering technicians is higher.
Drawings
FIG. 1 is a schematic diagram of the relationship between the dual strata and the step on the tunnel.
FIG. 2 is a model diagram of the loading of steps on a double-stratum left pilot tunnel.
FIG. 3 shows the load q of the statically indeterminate beam on the upper step of the left pilot tunnel of the double stratasAnd a load qcModel diagram of (1).
FIG. 4 shows the load q of the statically indeterminate beam of the upper step of the left pilot tunnel of the double stratalModel diagram of (1).
FIG. 5 shows the load q of the statically indeterminate beam of the upper step of the left pilot tunnel of the double stratal1Model diagram of (1).
FIG. 6 shows the load q of the statically indeterminate beam on the upper step of the left pilot tunnel of the double stratal2Model diagram of (1).
FIG. 7 shows the statically indeterminate arch load q of the upper step of the left pilot tunnel of the double stratasAnd a load q3Model diagram of (1) and load qs1And a load qs2And (5) model diagram.
FIG. 8 is a geometric relationship diagram of a two-strata left pilot upper step formation.
FIG. 9 is a schematic diagram of the relationship between the dual strata and the lower step of the tunnel.
FIG. 10 is a model diagram of the step load under the double-stratum left pilot tunnel.
FIG. 11 is a schematic diagram showing the relationship between the three strata and the position of the lower step of the tunnel.
FIG. 12 is a model diagram of the loading of the lower step of the left pilot tunnel of the three strata.
FIG. 13 is a load q of a statically indeterminate beam of a lower step of a left pilot tunnel of a three-stratasAnd a load qcModel diagram of (1).
FIG. 14 is a load q of a statically indeterminate beam of a lower step of a left pilot tunnel of a three-strata1Load q2And a load q3Model diagram of (1).
The parts names corresponding to the reference numbers in the drawings are:
1-left pilot pit upper step, 2-left pilot pit lower step, 3-right pilot pit upper step, 4-right pilot pit lower step, 5-middle pilot pit upper step, 6-middle pilot pit lower step, 7-convergence observation position of left pilot pit upper step, 8-boundary of upper and lower steps, 9-first layer preliminary bracing, and 10-second layer preliminary bracing.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings. In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The invention is an optimization improvement of a calculation method disclosed in Chinese patent application file CN201610958955.7, namely a surrounding rock pressure calculation method for shallow tunnel, and has the improvement point that the step of establishing a mechanical model is improved into two steps, namely a step I and a step of establishing a multi-stratum structure mechanical model; and step two, converting the multi-stratum structure mechanical model into a plurality of single-stratum structure mechanical models. The following takes a double formation and a triple formation as examples to illustrate the calculation process of the present invention, and the repeated parts with the basic application principle are not described in detail. The construction method based on the double-side-wall pit guiding method comprises the steps of excavating and sequentially completing a left pit guiding upper step 1, a left pit guiding lower step 2, a right pit guiding upper step 3, a right pit guiding lower step 4, a middle pit guiding upper step 5 and a middle pit guiding lower step 6, wherein the excavating sequence of the left pit guiding and the right pit guiding can be changed, the construction method is determined according to the engineering condition, and the left side and the right side are symmetrical in structure and do not influence the construction of a model. And the convergence observation position 7 of the upper step of the left pilot tunnel is a convergence observation value position and is determined according to the position to be measured. The boundary 8 of the upper step and the lower step divides the excavation into the upper step and the lower step, and a first layer of primary support 9 and a second layer of primary support 10 are sequentially constructed after excavation is finished.
Example 1
As shown in fig. 1, this embodiment is the case when the boundary of the dual strata is located between the steps on the left pilot pit. Analyzing the load of the step on the left pilot hole, and establishing a model under the following assumed conditions:
(1) regarding the upper step of the left pilot pit as a sector;
(2) simplifying the right side wall and the circular arch part of the upper step of the left guide pit into rigid materials;
(3) and regarding the right side wall of the upper step of the left guide pit and the nodes at the two ends of the circular arch as rigid connection.
As shown in fig. 2, a load model of the step on the left pilot pit of the double strata is established, the radius of a fan is set as r, the included angle is set as theta, and a constant EI is introduced. The right side wall is regarded as a statically indeterminate beam, the circular arch is regarded as a statically indeterminate arch, and the statically indeterminate beam and the circular arch are rigidly connected. The statically indeterminate beam and the statically indeterminate arch are analyzed and calculated respectively as follows.
Step one, calculating hyperstatic beam displacement
As shown in fig. 3, the model is a horizontal and vertical load model of a statically indeterminate beam on a step on a left pilot pit of a double-stratum, and the horizontal load of the statically indeterminate beam is qsVertical load of qc. As shown in FIG. 4, since the two ends of the statically indeterminate beam are rigidly connected and are not influenced by the axial load, only the horizontal load q is consideredsAnd a vertical load qcLoading q in the direction perpendicular to the statically indeterminate beamlAct of, load ql＝qs·sinθ+qcCos θ, load qlAccording to stratigraphic boundary linel1And q isl2Two parts. The following are respectively applied to the load ql1And q isl2And (6) performing calculation.
1. As shown in fig. 5, is the load ql1The calculation steps of the calculation model of (2) are as follows:
substituting the formula 1-2 into the formula 1-1 to obtain the constraint load x1、x2And then, the bending moment of any point on the beam is obtained:
2. as shown in fig. 6, is the load ql2The calculation principle of (2) is the same as ql1The calculation steps are as follows:
substituting the formulas 1-5 into the formulas 1-4 to obtain the constraint load x3、x4And then the bending moment of any point on the beam is as follows:
to sum up, the load q is loadedl1And q isl2Adding bending moment formulas 1-3 and 1-6 obtained under action to obtain load qlBending moment under action:
the double integral of the bending moment can be obtained:
step two, calculating hyperstatic arch displacement
Similarly, as shown in fig. 7a and b, the load in the horizontal and vertical directions of the hyperstatic arch on the step of the left pilot pit of the double strata isModel, hyperstatic arch receives a horizontal load of qsVertical load of q3(ii) a And apply a load qsDivided by stratigraphic boundary into qs1And q iss2Two parts.
Load qs1The calculation steps are as follows:
load qsDelta under actioniqThe calculation steps are as follows:
load q3Under the action ofiqThe calculation steps are as follows:
as shown in fig. 8, is the geometric relationship between the formations.
Will find aiqThe calculation result and the formula 1-2 can be substituted into the formula 1-1 to obtain the constraint load x1、x2、x3And then, the bending moment of any point on the arch is obtained:
the double integral of the bending moment can be obtained:
example 2
As shown in fig. 9, this embodiment is the case when the boundary of the dual strata is located between the left pit lower steps. As shown in fig. 10, the model is a dual-formation left pilot hole lower step load model. The upper step part is only affected by single stratum load action, so the model calculation in the embodiment 1 can not be adopted, the influence of excavation action of a double-side-wall pit guiding method is considered, the left pit guiding after the excavation of the upper step and the lower step is completed is analyzed, the horizontal direction convergence can be seen as the sum of the deformation of two statically indeterminate beams, the statically indeterminate beam calculation is equal to the statically indeterminate beam in the embodiment 1, and the calculation can be obtained in the same way:
example 3
As shown in fig. 11, this embodiment is the case when the boundaries of the three strata are all located between the left pit lower steps. The probability of the three strata being concentrated in the limited height of the upper step is very low, for example, when the three strata are concentrated in the upper step, the three strata can be simplified into a single stratum or a double stratum due to the limited height of the upper step, so the embodiment only considers the condition that the three strata are distributed on the steps under the left pilot pit.
As shown in fig. 12, for a three-formation left pilot hole lower step load model, the left pilot hole lower step is analyzed, and only bending moment deformation is considered in the calculation process, so that the left surrounding rock part of the left pilot hole can be regarded as a statically indeterminate beam for calculation. The horizontal convergence deformation is equal to the sum of the deformations of the statically indeterminate beams on the left and right sides by analysis, and the statically indeterminate beam receives a horizontal load q as shown in FIG. 13 under the same model assumption in the embodiment 2sVertical load of qc。
As shown in fig. 14, due to the statically indeterminate beam endsFor rigid connection, so that the influence of the action of force in the axial direction is not taken into account, only the horizontal load q is taken into accountsAnd a vertical load qcLoading q in the direction perpendicular to the statically indeterminate beamlAnd is divided into loads q according to the stratigraphic boundary1Load q2And a load q3The same principle as the calculation procedure of the statically indeterminate beam of embodiment 1 is used, ql＝q1+q2+q3＝qs·sinθ+qcCos θ, the specific calculation steps are as follows:
load q1、q2、q3Delta under actioniqThe calculation steps are as follows:
substituting the formula 3-2 to 3-5 into the formula 3-1 to obtain the constraint load x3、x4And then the bending moment of any point on the beam is as follows:
the double integral of the bending moment can be obtained:
the above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (1)
1. A surrounding rock pressure calculation method suitable for a multi-stratum shallow tunnel is characterized by comprising the following steps:
step one, establishing a multi-stratum structure mechanical model; respectively regarding the loads in different stratum ranges as linear loads;
the assumed conditions for establishing the mechanical model of the upper step of the left pilot tunnel are as follows:
(1) regarding the upper step of the left pilot pit as a sector;
(2) simplifying the right side wall and the circular arch part of the upper step of the left guide pit into rigid materials;
(3) the right side wall of the upper step of the left pilot tunnel and the nodes at the two ends of the circular arch are regarded as rigid connection;
(4) the right side wall is regarded as a statically indeterminate beam, and the circular arch is regarded as a statically indeterminate arch;
the assumed conditions for establishing the mechanical model of the lower step of the left pilot tunnel are as follows:
(1) regarding the left pit guiding lower step as a triangle;
(2) simplifying the left side wall and the right side wall of the left pit guiding lower step into rigid materials;
(3) the nodes at the two ends of the left side wall and the right side wall of the left pit guiding lower step are regarded as rigid connection;
(4) the left side wall and the right side wall are regarded as statically indeterminate beams, and the total convergence deformation is regarded as the sum of the convergence deformations of the statically indeterminate beams;
step two, converting the multi-stratum structure mechanical model into a single-stratum structure mechanical model; dividing the load into a corresponding number of parts by taking the stratum boundary as a boundary; dividing the hyperstatic beam into linear loads with corresponding quantity by taking a stratum boundary line as a boundary; dividing the hyperstatic arch into linear loads with corresponding quantity by taking a stratum boundary line as a boundary;
the first step is that the calculation of the statically indeterminate beam displacement of the mechanical model of the upper step of the left pilot tunnel comprises the following steps: the horizontal load on the hyperstatic beam of the upper step of the left pilot tunnel is qsVertical load of qc(ii) a Because the two ends of the hyperstatic beam are rigidly connected and are not influenced by axial load, only the horizontal load q is consideredsAnd a vertical load qcLoading q in the direction perpendicular to the statically indeterminate beamlAct of, load ql＝qs·sinθ+qcCos θ, θ is the sector angle, load qlAccording to stratigraphic boundary linel1And q isl2Two parts; the calculation steps of the statically indeterminate arch displacement of the mechanical model of the upper step of the left pilot tunnel are as follows: the horizontal load of the hyperstatic arch on the upper step of the left pilot tunnel is qsVertical load of q3(ii) a And apply a load qsDivided by stratigraphic boundary into qs1And q iss2Two parts;
step one, the calculation step of the statically indeterminate beam displacement of the mechanical model of the lower step of the left pilot tunnel is equal to the calculation step of the statically indeterminate beam in the upper step of the left pilot tunnel;
step three, calculating surrounding rock pressures of the plurality of single stratum structure mechanical models converted in the step two, and respectively aligning loads ql1And q isl2Calculating; respectively to the load qs1And q iss2Calculating; the method comprises the following steps:
(1) selecting a convergence deformation monitoring point of the surrounding rock: carrying out research analysis on the tunnel constructed by adopting the double-side-wall pit guiding method, and selecting a point on a pilot tunnel excavated firstly according to the excavation sequence as a convergence deformation monitoring point;
(2) constructing a structural mechanics model at a monitoring point;
(3) deducing a calculation relation between the convergence deformation and the surrounding rock pressure;
(4) substituting the engineering actual data and the convergence monitoring data into the relational expression in the step (3), and respectively calculating the displacement quantity of the left side and the right side of the monitoring point and the convergence deformation of the monitoring point;
(5) and calculating to obtain a calculated friction angle and surrounding rock pressure of the surrounding rock.
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Granted publication date: 20200922 Termination date: 20210731 |